CN108505509A - Skirt piles construction method for monitoring dyke earth horizontal displacement - Google Patents
Skirt piles construction method for monitoring dyke earth horizontal displacement Download PDFInfo
- Publication number
- CN108505509A CN108505509A CN201810366867.7A CN201810366867A CN108505509A CN 108505509 A CN108505509 A CN 108505509A CN 201810366867 A CN201810366867 A CN 201810366867A CN 108505509 A CN108505509 A CN 108505509A
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- China
- Prior art keywords
- skirt piles
- dyke
- vertical tube
- construction
- horizontal displacement
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/08—Investigation of foundation soil in situ after finishing the foundation structure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Soil Sciences (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The present invention relates to the technical fields of dyke earth horizontal displacement monitoring, disclose the skirt piles construction method for monitoring dyke earth horizontal displacement, including following construction procedure：1) construction location for setting skirt piles, is surveyed in the dyke soil body；2) skirt piles hole, is dug in surveying the construction location set；3) it, is laid with bed course in the bottom in skirt piles hole, and the vertical tube being vertically arranged is set on bed course, the top of the dyke soil body is extended in the upper end of vertical tube；4) it, is filled out in skirt piles hole and sets concrete；5), in the inside fill concrete of vertical tube to the top of vertical tube, pipe inner prop is formed, and centring screw bolt is buried at the middle part at the top of pipe inner prop；Skirt piles construction method provided by the invention, it is only necessary to dig skirt piles hole in the dyke soil body, be filled out in skirt piles hole and set concrete, form skirt piles seat, the fill concrete in vertical tube forms pipe inner prop, and centring screw bolt is buried at the top of pipe inner prop, work progress is simple, need not precasting yard it is prefabricated and transport etc., do not need piling machinery equipment yet, it is easy for construction, construction efficiency is also high, and construction cost is low.
Description
Technical field
The present invention relates to the technical fields of dyke earth horizontal displacement monitoring, more particularly, to monitor dyke soil body horizontal
The skirt piles construction method of displacement.
Background technology
Currently, during some dykes fill, the phenomenon that often will appear dyke earth horizontal displacement, therefore, in reality
In the work progress of border, the horizontal displacement for monitoring the dyke soil body constantly is needed, to ensure the safety of construction, and ensures the dike after construction
It is anti-to meet transformation safe demand.
In the prior art, by elder generation in precasting yard prefabricated reinforced concrete skirt piles, by vehicle transport to building-site,
Locating for dyke squeezes into ground by piling machine, and the centring screw bolt being emerging in above dyke is formed on skirt piles, is passed through
Various monitoring methods, such as total powerstation method of polar coordinates or GPS rapid statics method, monitor the displacement of centring screw bolt, in turn
Obtain the horizontal displacement of the dyke soil body.
In existing construction method, due to needing precast reinforced concrete pile, production method is complicated, cost of manufacture is very high,
It needs to transport building-site, increases transportation cost, and stake is thrown into the dyke soil body by piling machine, construction trouble, and
It needs to use larger construction equipment, construction is inconvenient, and low construction efficiency, construction cost are also high.
Invention content
The purpose of the present invention is to provide the skirt piles construction methods for monitoring dyke earth horizontal displacement, it is intended to solve existing
Having in technology, the production method for monitoring dyke earth horizontal displacement is complicated, cost of manufacture is very high, increases transportation cost,
Construction is inconvenient, and low construction efficiency, construction cost also high problem.
The invention is realized in this way the skirt piles construction method for monitoring dyke earth horizontal displacement, including following apply
Work step is rapid：
1) construction location for setting skirt piles, is surveyed in the dyke soil body；
2) skirt piles hole, is dug in surveying the construction location set；
3) it, is laid with bed course in the bottom in skirt piles hole, and the vertical tube being vertically arranged is set on the bed course, it is described perpendicular
Extend the top of the dyke soil body in the upper end of pipe；
4) it, is filled out in skirt piles hole and sets concrete, and concrete is wrapped in the periphery of the vertical tube, form skirt piles seat；
5), in the inside fill concrete of the vertical tube to the top of the vertical tube, pipe inner prop is formed, the pipe inner prop
The top flush arrangement at top and the vertical tube, and bury centring screw bolt, the centering at the middle part at the top of the pipe inner prop
The top of the pipe inner prop is emerging at the top of bolt.
Further, the depth bounds in the skirt piles hole are 1.2m between 1.8m.
Further, further, the bed course that the bottom in the skirt piles hole is laid with is cement mortar bedding cushion.
Further, the upper end of the vertical tube extend the altitude range above the dyke soil body be 30cm between 70cm.
Further, the top of the pipe inner prop is in horizontal layout.
Further, the upper end of the centring screw bolt be emerging in column top in the pipe altitude range be 3cm to 8cm it
Between.
Further, the top of the centring screw bolt is equipped with cross centering indentation.
Compared with prior art, provided by the present invention for monitor dyke earth horizontal displacement skirt piles construction method,
It only needs directly to dig skirt piles hole in the dyke soil body, then is directly filled out in skirt piles hole and set concrete, form skirt piles seat, then directly
The fill concrete in vertical tube forms pipe inner prop, finally buries centring screw bolt, entire work progress letter at the top of pipe inner prop
It is single, need not and transport prefabricated in precasting yard etc., do not need piling machinery equipment, easy for construction, construction efficiency is also high, and applies yet
Work is at low cost.
Description of the drawings
Fig. 1 is the stereoscopic schematic diagram provided in an embodiment of the present invention for monitoring the skirt piles of dyke earth horizontal displacement；
Fig. 2 is that use total powerstation method of polar coordinates measurement boundary line point provided in an embodiment of the present invention obtains schematic diagram；
Fig. 3 is the schematic diagram provided in an embodiment of the present invention that boundary line point is measured using GPS rapid static methods.
Specific implementation mode
In order to make the purpose , technical scheme and advantage of the present invention be clearer, with reference to the accompanying drawings and embodiments, right
The present invention is further elaborated.It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, and
It is not used in the restriction present invention.
The realization of the present invention is described in detail below in conjunction with specific embodiment.
It is preferred embodiment provided by the invention referring to Fig.1 shown in -3.
Skirt piles construction method provided in this embodiment, for forming skirt piles in the dyke soil body, which can be for being used for
It monitors used in dyke earth horizontal displacement.
Skirt piles construction method for monitoring dyke earth horizontal displacement, including following construction procedure：
1) construction location for setting skirt piles, is surveyed in the dyke soil body；
2) skirt piles hole, is dug in having surveyed the construction location set；
3) it, is laid with bed course in the bottom in skirt piles hole, and places the vertical tube 102 being vertically arranged on bed course, under vertical tube 102
End is placed in bed course, and the upper end of vertical tube 102 extends to the top of the dyke soil body；
4), the fill concrete in skirt piles hole, and concrete is wrapped in the periphery of vertical tube 102, forms skirt piles seat 101, and
So that entire vertical tube 102 is in and is vertically arranged state；
5), in the inside fill concrete of vertical tube 102 to the top of vertical tube 102, pipe inner prop 103, the pipe inner prop 103 are formed
Top and vertical tube 102 top flush arrangement, and the middle part at the top of pipe inner prop 103 bury centring screw bolt 104, the centering
The top of bolt 104 is emerging in the top of pipe inner prop 103.
The skirt piles construction method for monitoring dyke earth horizontal displacement of above-mentioned offer only needs directly in dyke soil
Skirt piles hole is dug in body, then is directly filled out in skirt piles hole and sets concrete, forms skirt piles seat 101, then the filling directly in vertical tube 102
Concrete forms pipe inner prop 103, finally buries centring screw bolt 104 at the top of pipe inner prop 103, entire work progress is simple, no
It needs that ground etc. is arranged, easy for construction, construction efficiency is also high, and construction cost is low.
In the present embodiment, skirt piles hole depth bounds be 1.2m to 1.8m within the scope of, and skirt piles hole be in lower-big-upper-small shape, this
Sample is convenient for the firm placement of entire skirt piles seat 101, is also beneficial to being vertically arranged for vertical tube 102.
In construction procedure 3) in, it is cement mortar bedding cushion in the bed course that the bottom in skirt piles hole is laid with, in this way so that formation
Skirt piles seat 101 is firm to be placed on cement mortar bedding cushion, will not run-off the straight phenomena such as.
In construction procedure 3) in, for vertical tube 102 in shape is erect, the height above the dyke soil body is extended in the upper end of vertical tube 102
Ranging from 30cm requires to backfill around pipe closely knit between 70cm, and the surrounding for exposing in pipe earth's surface part is poured with concrete
Build fixation, it is ensured that vertical tube 102 is embedded firm.
In construction procedure 5) in, the top of pipe inner prop 103 is in horizontal layout, and with the top flush arrangement of vertical tube 102；
During practice of construction, behind the inside of the vertical tube 102 of Concrete Filled, and after fully vibrating, then at the top of pipe inner prop 103
It is formed planar.
Centring screw bolt 104 is arranged in the top of pipe inner prop 103, and the upper end of centring screw bolt 104 is emerging in the top of pipe inner prop 103
The altitude range in portion is the range of 3cm to 8cm.
In addition, the top of centring screw bolt 104 is equipped with cross centering indentation.
After skirt piles are constructed, during actual monitoring, concrete operations are as follows：
When directly measuring boundary line point using total powerstation method of polar coordinates, it is firm that working base point will consolidate, and makes pressure
The form of centering.
Monitoring method is as shown in Figure 2, wherein and M is backsight point, and J1, J2 point are rear aspect checkpoint, every time when observation,
Total powerstation at the working base point pair in flatten it is good after, orientation by backsight M points, and skirt piles are directly measured after carrying out rear aspect inspection
Coordinate, coordinate difference are：
Dx=xi-x1 (1)
Dy=yi-y1 (2)
In formula, xi、yiFor the value of ith observation, x1、y1Coordinate difference for the initial value of skirt piles, two sub-values is skirt piles
Displacement variable.
When the coordinate for measuring skirt piles using the method for GPS rapid statics, monitoring method is as shown in Figure 3.
1) one base station of topography higher position selection in the middle part of area, is being surveyed, and it is all to dispose a receiver device to be continuously tracked
Visible satellite；
2), another receiver arrives each skirt piles point flowing and sets station successively, it is ensured that there is 5 or more satellites in measurement period
For observation；Pour point should apart be no more than 20km with datum mark, and every is observed several minutes.
3) difference for the boundary line point value, measured twice is the variable quantity of its displacement, and calculating formula is respectively formula (1), formula
(2)。
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all essences in the present invention
All any modification, equivalent and improvement etc., should all be included in the protection scope of the present invention made by within refreshing and principle.
Claims (7)
1. the skirt piles construction method for monitoring dyke earth horizontal displacement, which is characterized in that including following construction procedure：
1) construction location for setting skirt piles, is surveyed in the dyke soil body；
2) skirt piles hole, is dug in surveying the construction location set；
3) it, is laid with bed course in the bottom in skirt piles hole, and the vertical tube being vertically arranged is set on the bed course, the vertical tube
Extend the top of the dyke soil body in upper end；
4) it, is filled out in skirt piles hole and sets concrete, and concrete is wrapped in the periphery of the vertical tube, form skirt piles seat；
5), in the inside fill concrete of the vertical tube to the top of the vertical tube, pipe inner prop, the top of the pipe inner prop are formed
With the top flush arrangement of the vertical tube, and the middle part at the top of the pipe inner prop bury centring screw bolt, the centring screw bolt
Top be emerging in the top of the pipe inner prop.
2. the skirt piles construction method as described in claim 1 for monitoring dyke earth horizontal displacement, which is characterized in that described
The depth bounds in skirt piles hole are 1.2m between 1.8m.
3. the skirt piles construction method as described in claim 1 for monitoring dyke earth horizontal displacement, which is characterized in that described
The bed course that the bottom in skirt piles hole is laid with is cement mortar bedding cushion.
4. the skirt piles construction method as described in claim 1 for monitoring dyke earth horizontal displacement, which is characterized in that described
The upper end of vertical tube extend the altitude range above the dyke soil body be 30cm between 70cm.
5. as Claims 1-4 any one of them is used to monitor the skirt piles construction method of dyke earth horizontal displacement, feature
It is, the top of the pipe inner prop is in horizontal layout.
6. as Claims 1-4 any one of them is used to monitor the skirt piles construction method of dyke earth horizontal displacement, feature
It is, the altitude range that the upper end of the centring screw bolt is emerging in column top in the pipe is 3cm between 8cm.
7. as Claims 1-4 any one of them is used to monitor the skirt piles construction method of dyke earth horizontal displacement, feature
It is, the top of the centring screw bolt is equipped with cross centering indentation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810366867.7A CN108505509A (en) | 2018-04-23 | 2018-04-23 | Skirt piles construction method for monitoring dyke earth horizontal displacement |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810366867.7A CN108505509A (en) | 2018-04-23 | 2018-04-23 | Skirt piles construction method for monitoring dyke earth horizontal displacement |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108505509A true CN108505509A (en) | 2018-09-07 |
Family
ID=63383058
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810366867.7A Pending CN108505509A (en) | 2018-04-23 | 2018-04-23 | Skirt piles construction method for monitoring dyke earth horizontal displacement |
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| Country | Link |
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| CN (1) | CN108505509A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114320273A (en) * | 2022-03-11 | 2022-04-12 | 江苏交水建智能装备研究院有限公司 | Rotary excavating pile construction process monitoring system based on Internet of things technology |
| CN115324079A (en) * | 2022-07-28 | 2022-11-11 | 四川省公路规划勘察设计研究院有限公司 | Variable cross-section early warning anti-slide pile |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804041A (en) * | 2016-04-27 | 2016-07-27 | 浙江广川工程咨询有限公司 | Large-area ultra-soft foundation settlement monitoring device and method |
| CN107059910A (en) * | 2017-03-21 | 2017-08-18 | 中国建筑土木建设有限公司 | Socket type concrete filled steel tube beam storage bench and construction method thereof |
-
2018
- 2018-04-23 CN CN201810366867.7A patent/CN108505509A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105804041A (en) * | 2016-04-27 | 2016-07-27 | 浙江广川工程咨询有限公司 | Large-area ultra-soft foundation settlement monitoring device and method |
| CN107059910A (en) * | 2017-03-21 | 2017-08-18 | 中国建筑土木建设有限公司 | Socket type concrete filled steel tube beam storage bench and construction method thereof |
Non-Patent Citations (3)
| Title |
|---|
| 刘学军: ""软基处理过程中边桩位移观测的两种常用方法"", 《港工技术》 * |
| 戴文光: ""软基上填筑路堤的施工观测"", 《中国市政工程》 * |
| 罗周全等: ""基于GPS的露天矿边坡位移自动监测技术"", 《中国矿业》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114320273A (en) * | 2022-03-11 | 2022-04-12 | 江苏交水建智能装备研究院有限公司 | Rotary excavating pile construction process monitoring system based on Internet of things technology |
| CN114320273B (en) * | 2022-03-11 | 2022-05-24 | 江苏交水建智能装备研究院有限公司 | Rotary excavating pile construction process monitoring system based on Internet of things technology |
| CN115324079A (en) * | 2022-07-28 | 2022-11-11 | 四川省公路规划勘察设计研究院有限公司 | Variable cross-section early warning anti-slide pile |
| CN115324079B (en) * | 2022-07-28 | 2023-12-22 | 四川省公路规划勘察设计研究院有限公司 | Variable cross-section early warning slide-resistant pile |
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| SE01 | Entry into force of request for substantive examination | ||
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| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20180907 |
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| RJ01 | Rejection of invention patent application after publication |