CN210163888U - Quick construction structure of major diameter socketed pile - Google Patents
Quick construction structure of major diameter socketed pile Download PDFInfo
- Publication number
- CN210163888U CN210163888U CN201920146450.XU CN201920146450U CN210163888U CN 210163888 U CN210163888 U CN 210163888U CN 201920146450 U CN201920146450 U CN 201920146450U CN 210163888 U CN210163888 U CN 210163888U
- Authority
- CN
- China
- Prior art keywords
- pile
- construction
- covering layer
- drilling
- retaining wall
- 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.)
- Withdrawn - After Issue
Links
- 238000010276 construction Methods 0.000 title claims abstract description 30
- 238000005553 drilling Methods 0.000 claims abstract description 31
- 239000011435 rock Substances 0.000 claims abstract description 24
- 238000000034 method Methods 0.000 claims description 8
- 239000004567 concrete Substances 0.000 abstract description 9
- 239000004575 stone Substances 0.000 abstract description 6
- 239000002893 slag Substances 0.000 abstract description 5
- 230000002787 reinforcement Effects 0.000 abstract description 3
- 238000009412 basement excavation Methods 0.000 description 21
- 239000011150 reinforced concrete Substances 0.000 description 7
- 238000004140 cleaning Methods 0.000 description 3
- 238000005422 blasting Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000005299 abrasion Methods 0.000 description 1
- 239000003818 cinder Substances 0.000 description 1
- 238000003776 cleavage reaction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000009440 infrastructure construction Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000007017 scission Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
Images
Abstract
The utility model discloses a large-diameter rock-socketed pile rapid construction structure, which comprises a pile circumference drilling pull groove formed by drilling on the ground, wherein a covering layer retaining wall structure formed by filling backfilled stone slag to the boundary height between bedrock and covering layer, tamping, lowering a reinforcement cage and pouring concrete is arranged in the pile circumference drilling pull groove, and a reinforced retaining wall supporting anchor rod is arranged along the covering layer retaining wall structure; a winch hanging basket and a heavy hammer are arranged in the hole pile, and a wedge used for splitting rocks is arranged in the bedrock at the bottom of the hole pile. The utility model discloses a this kind of structure construction flexibility ratio is high, is suitable for the pile foundation construction of geological conditions not to take shape, and the construction is simple and convenient, safety, economy are quick.
Description
Technical Field
The utility model belongs to the technical field of the construction of rock-socketed pile, especially, relate to a quick construction structure of major diameter rock-socketed pile.
Background
In the process of infrastructure construction, the application of the pile foundation is very wide, from buildings, bridge foundation piles to landslide control slide-resistant piles and the like. The pile foundation mainly comprises two parts, namely pile hole excavation and reinforced concrete pouring, and the construction of the pile hole mainly adopts manual hole excavation or rotary drilling construction. The safety risk of manual excavation of pile holes is large, and the construction time is long; the hole digging efficiency of the rotary digging machine is high, but the entry and exit cost of the rotary digging machine is high, and the rotary digging machine is limited by conditions such as space, roads and the like. Particularly for medium-hard rock socketed piles, stone blasting is often needed when manual hole digging is carried out, and the safety influence is large; the rock mass part of the rotary excavating machine is difficult to drill, and the mechanical abrasion is large, so that the rotary excavating machine is not economical.
SUMMERY OF THE UTILITY MODEL
In order to solve the technical problem, the utility model provides a major diameter socketed pile rapid construction structure to be applicable to the construction of major diameter socketed pile especially well hard rock socketed pile construction.
The utility model provides a method specifically includes steps such as pile foundation size location, stake all-round pull groove drilling arrangement, rig drilling, dado construction, overburden excavation, bed rock cleavage, artifical scarfing cinder, pile body concrete placement. Specifically, the method comprises the following scheme: firstly, the utility model discloses a well wall reinforced concrete who accomplishes overburden through ground drilling kerve struts and the drilling of all presplitting of bedrock part stake. Additionally, the utility model discloses still at the basement rock excavation in-process, combine the peri-pile basement rock presplitting drilling, strike through ground and place the wedge splitting basement rock in the basement rock drilling, accomplish the stone side excavation of pile shaft rock-socketed part. Further, the geological drilling machine drills holes gradually along the outline of the size of the pile foundation in a circle, and a part of adjacent drilled holes are overlapped, so that the pile foundation is completely penetrated by one-time slot drawing of the drilled holes in the circle; and after the outer contour of the pile foundation is drilled and the pull groove is communicated, filling the pull groove with earth and stone residues to the elevation of the boundary between the bedrock and the covering layer and tamping. The wall protection reinforcement cage is manufactured and put into the groove, then concrete is poured into the groove, and the construction of wall protection support of the covering layer above the bedrock is completed; after the wall protection concrete reaches the age, the covering layer is manually excavated downwards step by step to remove the covering layer, and the support is strengthened while excavating, so that the stability of the well wall is ensured until the excavation of the covering layer is completed. And the bedrock part is excavated downwards step by driving wedges to split rocks in bedrock drill holes, manually cleaning local air picks, and pouring construction of pile body concrete can be carried out after excavation cleaning is finished.
In order to realize the method, the utility model provides a large-diameter socketed pile rapid construction structure, which comprises a pile circumference drilling pull groove formed by drilling on the ground, a covering layer retaining wall structure formed by filling backfill stone slag to the boundary elevation of bedrock and covering layer, tamping, lowering a reinforcement cage and pouring concrete is arranged in the pile circumference drilling pull groove, and a reinforced retaining wall supporting anchor rod is arranged along the covering layer retaining wall structure; a winch hanging basket and a heavy hammer are arranged in the hole pile, and a wedge used for splitting rocks is arranged in the bedrock at the bottom of the hole pile.
Compared with the prior art, the utility model has the following outstanding substantive characteristics and the progress that is showing:
1. the technical scheme of the utility model be suitable for the pile foundation construction of different section shapes, be particularly suitable for the construction of hard rock socketed pile in the major diameter. The technical scheme of the utility model construction flexibility ratio is high, is suitable for the pile foundation construction of geological conditions not to take shape, and the construction is simple and convenient, safety, economy are quick.
2. The well wall reinforced concrete support of the covering layer and the pre-split drilling of the part of the piles at the periphery of the bedrock are completed through the ground drilling pull groove, so that the interference construction influence between the manual clearing of the covering layer and the well wall support is avoided, the manual underground pile hole excavation time is shortened, the unsafe risk is reduced, and the construction progress is accelerated.
3. In the bedrock excavation process, the pre-splitting drill holes around the piles are combined, the bedrock is split by striking wedges placed in the drill holes of the bedrock on the ground, the rock excavation of the rock embedding part of the pile body is completed, the excavation surface of the bedrock is neat and attractive, and the loosening of surrounding rocks and other unsafe influences caused by the traditional rock blasting are avoided.
Drawings
FIG. 1 is a drawing showing arrangement of drilling and broaching of socketed piles;
FIG. 2 is a drawing of a rock-socketed pile drilling and slot-drawing concrete construction;
FIG. 3 is a diagram of excavation of a rock-socketed pile covering layer and reinforcing support of a retaining wall;
FIG. 4 is a bedrock excavation drawing of a socketed pile;
fig. 5 is a concrete construction drawing of a rock-socketed pile body.
Description of reference numerals: 1-boundary of covering layer and bed rock, 2-drilling and grooving around pile, 3-covering layer retaining wall structure, 4-backfilling stone slag, 5-reinforcing retaining wall supporting anchor rod, 6-winch hanging basket, 7-heavy hammer, 8-wedge, 9-rock body split crack and 10-pile body reinforced concrete.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
In the description of the present invention, it is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted", "provided", "sleeved/connected", "connected", and the like are to be understood in a broad sense, such as "connected", which may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present invention can be understood in specific cases to those skilled in the art.
As shown in fig. 1-5, the present invention is implemented as follows:
the method comprises the steps of positioning a pile, determining the size of the outer contour of the pile, drilling holes around the outer contour of the pile to arrange pile peripheral drilling pull grooves 2, ensuring that the pile peripheral drilling pull grooves 2 can be effectively communicated, overlapping a part of the drilled holes, drilling the drilled holes step by step at intervals till the elevation of the bottom of the pile after the arrangement of the drilled holes is finished, and properly repairing the part which is not overlapped by adopting a drilling tool after the drilling of all the drilled holes is finished. The diameter of the drilled hole or the width of the drilled hole groove 2 around the pile is determined by calculation according to the thickness of the supporting wall of the pile excavation support.
After finishing the drilling pull groove 2 around the pile, filling rock ballast into the drilling pull groove 2 around the pile to the elevation of a boundary 1 between a covering layer and bedrock, and properly tamping and filling backfill rock ballast 4 through a drilling tool; and hoisting wall protection steel bars into the drilled pull grooves 2 around the piles by hoisting equipment, and pouring wall protection concrete until the pile top is raised, so that the reinforced concrete wall protection construction of the rock-socketed pile covering layer part is completed, and a covering layer wall protection structure 3 is formed.
After the strength of the retaining wall reinforced concrete reaches 70%, pile hole covering layer excavation is manually carried out, the covering layer excavation adopts top-down layer-by-layer grading excavation, reinforcing retaining wall supporting anchor rods 5 are arranged while the excavation is carried out, and excavation slag materials are discharged through a winch hanging basket 6 until the covering layer excavation is finished.
And (3) excavating the bedrock part, namely embedding a wedge 8 into a bedrock drill hole, then striking the wedge 8 one by adopting a heavy hammer 7, enabling the rock mass around the adjacent drill hole to generate a through rock mass splitting crack 9 by splitting the rock mass, cleaning a local manual pneumatic pick, discharging slag by a winch, and finishing excavating the bedrock part.
After the pile hole is cleaned, the construction of the pile body reinforced concrete 10 of the rock-socketed pile can be carried out.
Although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments or portions thereof without departing from the spirit and scope of the invention.
Claims (1)
1. The utility model provides a major diameter socketed pile rapid construction structure which characterized in that: the method comprises the steps that a pile periphery drilling pull groove (2) is formed by drilling on the ground, a covering layer retaining wall structure (3) is arranged in the pile periphery drilling pull groove (2), and a reinforced retaining wall supporting anchor rod (5) is arranged along the covering layer retaining wall structure (3); a winch hanging basket (6) and a heavy hammer (7) are arranged in the hole pile, and a wedge (8) for splitting rocks is arranged in a bedrock at the bottom of the hole pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920146450.XU CN210163888U (en) | 2019-01-28 | 2019-01-28 | Quick construction structure of major diameter socketed pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920146450.XU CN210163888U (en) | 2019-01-28 | 2019-01-28 | Quick construction structure of major diameter socketed pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN210163888U true CN210163888U (en) | 2020-03-20 |
Family
ID=69786570
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201920146450.XU Withdrawn - After Issue CN210163888U (en) | 2019-01-28 | 2019-01-28 | Quick construction structure of major diameter socketed pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN210163888U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109914395A (en) * | 2019-01-28 | 2019-06-21 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of Big-Diameter Rock-Embedded Pile rapid constructing method and its structure |
-
2019
- 2019-01-28 CN CN201920146450.XU patent/CN210163888U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109914395A (en) * | 2019-01-28 | 2019-06-21 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of Big-Diameter Rock-Embedded Pile rapid constructing method and its structure |
| CN109914395B (en) * | 2019-01-28 | 2024-03-01 | 中国电建集团贵阳勘测设计研究院有限公司 | Rapid construction method and structure of large-diameter rock-socketed pile |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109914395B (en) | Rapid construction method and structure of large-diameter rock-socketed pile | |
| CN107842368A (en) | The non-quick-fried excavation technology of city tunnel Drilling milling mechanical combination | |
| JP5932124B1 (en) | Steel pipe pile construction method | |
| CN113832958B (en) | Anti-slide pile construction method with mechanical cooperation with manual excavation | |
| CN106545007A (en) | The method of pile in stratum of the bottom for hard rock stratum | |
| CN111335306A (en) | Rapid construction method for deep and thick hard rock section drilled pile | |
| CN110344400A (en) | The hard rock pore-forming construction technology of churning driven opportunity | |
| CN105780763A (en) | Construction method of medium-hole vibrating casing wall protection type long spiral cast-in-situ bored pile | |
| CN110629747A (en) | Full-casing full-rotation construction process for pile foundation under complex geological conditions | |
| CN103835661A (en) | Local excavation pre-supporting raise boring technology | |
| CN113174961B (en) | Foundation pit slope supporting method | |
| CN111560962A (en) | Backfill area foundation pit supporting structure and construction method thereof | |
| CN104805831A (en) | Pore-forming method of hard rock foundation pile with large diameter | |
| CN109208594B (en) | Treatment method for steel casing sinking meeting boulder, steel casing structure and drilled pile | |
| CN210163888U (en) | Quick construction structure of major diameter socketed pile | |
| CN110080779A (en) | Tunnel tunnel bottom karst cave treatment construction method | |
| CN112196494B (en) | Construction process and construction equipment for geological pipeline jointed between rock and soil layer | |
| JP2019148070A (en) | Construction method of underground structure | |
| CN108222012A (en) | A kind of foundation pit anchor cable excision and the construction method that supporting pile is carried out using anchor cable excision system | |
| CN112281880A (en) | Construction method of complex stratum long spiral hole-leading inserting-driving locking opening steel pipe pile cofferdam | |
| CN103334449A (en) | Square hole girdling cutter and method for performing holing construction of deep cutting stab-pile wall by utilizing same | |
| CN212714918U (en) | Deviation rock isolated stone bored concrete pile rectifying system | |
| CN104452776A (en) | Construction treatment method for underground diaphragm wall meeting with boulders | |
| CN112982381A (en) | Construction method of slide-resistant pile | |
| CN114108611A (en) | Construction method of large-diameter steel pipe concrete reducing pile foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20200320 Effective date of abandoning: 20240301 |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20200320 Effective date of abandoning: 20240301 |
|
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |