CN109577387A - A kind of pile testing method and test pile structure - Google Patents
A kind of pile testing method and test pile structure Download PDFInfo
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- CN109577387A CN109577387A CN201811614322.XA CN201811614322A CN109577387A CN 109577387 A CN109577387 A CN 109577387A CN 201811614322 A CN201811614322 A CN 201811614322A CN 109577387 A CN109577387 A CN 109577387A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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Abstract
The present invention relates to building structure technology fields, disclose a kind of pile testing method and test pile structure, the pile testing method on the soil body the following steps are included: excavate positioning pit, the supporting course of design stake to the soil body is sunk in positioning pit, and to form filling space between positioning pit and the stake side of the design stake in positioning pit, filler of the filling granularity less than 8mm to filler package design stake is located at the stake side in positioning pit in filling space, forms test pile structure.The pile testing method for implementing the embodiment of the present invention can determine that the pile side friction of design stake top absolute altitude to ground elevation section ensures the safety and quality of building structure so that vertical bearing capacity of single pile characteristic value is accurate and reliable, reduce the cost of engineering and shorten the construction period.
Description
Technical field
The present invention relates to building structure technology field more particularly to a kind of pile testing method and test pile structures.
Background technique
In civil engineering work, various buildings, structures are increasing in recent years, and scale is more and more big, right
The requirement of foundation engineering is higher and higher.Test pile can be further true on the basis of selected pile-type and vertical bearing capacity of single pile characteristic value
The feasibility of fixed selected pile-type, and verify whether the degree of reliability of test pile data and bearing capacity can reach design requirement,
To improve the quality of foundation engineering.Therefore, important evidence one of of the vertical bearing capacity of single pile characteristic value as test pile, direct shadow
Ring the degree of reliability of test pile data.
Design stake top absolute altitude is simply deducted extremely currently, mainly passing through for the determination of vertical bearing capacity of single pile characteristic value in the industry
The frictional resistance of ground elevation section obtains.However, leading to the section since design stake top absolute altitude to ground elevation section soil layer differs greatly
Pile side friction is difficult to accurately test and obtain, vertical bearing capacity of single pile characteristic value serious distortion is caused, to influence building structure
Safety and quality, while increase engineering cost and extend the duration.
Summary of the invention
The embodiment of the invention discloses a kind of pile testing method and test pile structure, it can determine that design stake top absolute altitude to ground is marked
The pile side friction of high section ensures the safety and quality of building structure so that vertical bearing capacity of single pile characteristic value is accurate and reliable,
It reduces the cost of engineering and shortens the construction period.
In a first aspect, the embodiment of the invention discloses a kind of pile testing methods, method includes the following steps:
Positioning pit is excavated on the soil body；
The supporting course of design stake to the soil body is sunk in the positioning pit, and is made the positioning pit and be located at described
Filling space is formed between the stake side of the design stake in positioning pit；
Filling granularity wraps up the institute of the design stake less than filler to the filler of 8mm in the filling space
State a side.
As an alternative embodiment, in embodiments of the present invention, the hole bottom absolute altitude of the positioning pit is equal to described
Design the design stake top absolute altitude of stake.
As an alternative embodiment, in embodiments of the present invention, the pile-type of the design stake is tubular pole or square pile；
When the design stake is tubular pole, the diameter of the positioning pit is greater than 100~300mm of the diameter of the tubular pole；
When the design stake is square pile, the diameter of the positioning pit be greater than the catercorner length of the square pile 100~
300mm。
As an alternative embodiment, in embodiments of the present invention, the filler is building sand or stone.
Second aspect, the embodiment of the invention also discloses a kind of test pile knots formed using method disclosed in first aspect
Structure, including the soil body, design stake and filler, the soil body are equipped with positioning pit, and the design stake includes being located in positioning pit
First end and extended to straight down from the first end soil body supporting course second end, and it is described design stake it is described
Filling space is formed between the stake side and the positioning pit of first end, the granularity of the filler is less than 8mm, and the filler is filled out
It fills in the filling space, and wraps up the stake side of the first end of the design stake.
As an alternative embodiment, in embodiments of the present invention, the hole bottom absolute altitude of the positioning pit is equal to described
Design the design stake top absolute altitude of stake.
As an alternative embodiment, in embodiments of the present invention, the pile-type of the design stake is tubular pole or square pile；
When the design stake is tubular pole, the diameter of the positioning pit is greater than 100~300mm of the diameter of the tubular pole；
When the design stake is square pile, the diameter of the positioning pit be greater than the catercorner length of the square pile 100~
300mm。
As an alternative embodiment, in embodiments of the present invention, the filler is building sand or stone.
The embodiment of the invention provides a kind of pile testing method and test pile structures, by being formed between positioning pit and design stake
Space is filled, in filling space more than design stake top absolute altitude of filler of the filling granularity less than 8mm to wrap up design stake
Stake side, because therefore the filling thickness and filling partial size of the filler are it is known that can determine the frictional resistance feature of this section of stake side
Value.The test pile structure formed using this method, due to the frictional resistance characteristic value of stake side more than the design stake top absolute altitude of design stake
Accurately, it can be achieved that accurately calculating vertical bearing capacity of single pile characteristic value, the accuracy of test pile is improved, has ensured the safety of building structure
Property and quality, reduce the cost of engineering and shorten the construction period.
Detailed description of the invention
It to describe the technical solutions in the embodiments of the present invention more clearly, below will be to needed in the embodiment
Attached drawing is briefly described, it should be apparent that, drawings in the following description are only some embodiments of the invention, for this skill
For the those of ordinary skill of art field, without creative efforts, it can also be obtained according to these attached drawings other
Attached drawing.
Fig. 1 is a kind of flow chart of pile testing method disclosed in the embodiment of the present invention one；
Fig. 2 is a kind of structural schematic diagram of test pile structure disclosed in the embodiment of the present invention two.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that the described embodiment is only a part of the embodiment of the present invention, instead of all the embodiments.Based on this
Embodiment in invention, shall fall within the protection scope of the present invention.
It should be noted that the term " includes " of the embodiment of the present invention and " having " and their any deformation, it is intended that
Be to cover it is non-exclusive include, for example, containing the process, method, system, product or equipment of a series of steps or units not
Those of be necessarily limited to be clearly listed step or unit, but may include do not list clearly or for these process, methods,
Other step or units of product or equipment inherently.
The invention discloses a kind of pile testing method and test pile structures, can determine design stake top absolute altitude to ground elevation section
Pile side friction ensures the safety and quality of building structure so that vertical bearing capacity of single pile characteristic value is accurate and reliable, reduces work
It the cost of journey and shortens the construction period.
Embodiment one
Referring to Fig. 1, a kind of pile testing method flow chart provided for the embodiment of the present invention one.This method includes following step
It is rapid:
S1: positioning pit is excavated on the soil body；
Specifically, for the positioning pit for determining the position of design stake, dry pore-forming technique is can be used in the technique for excavating positioning pit,
The technique can carry out on the firm closely knit soil body of geology, without other auxiliary pore-forming materials or equipment, simple process and construction
It is at low cost.
S2: sinking to the supporting course of design stake to the soil body in the positioning pit, and makes the positioning pit and be located at the positioning pit
Filling space is formed between the stake side of interior design stake.
Specifically, which can be prefabricated pile, and the mode for sinking to the design stake may include hammering method, lash method or pressure
Stake method, can be selected according to practice of construction condition.
In the present embodiment, which can be applied to multi-storey basement test pile, so as to be obtained by the pile testing method
Accurate vertical bearing capacity of single pile characteristic value out, that is, deduct the frictional resistance characteristic value of design stake top absolute altitude to ground elevation or more
Obtain the characteristic load bearing capacity of the effective length section characteristic load bearing capacity long for the practical stake of the multi-storey basement.
Further, the pile-type of the design stake is tubular pole or square pile, and due to positioning pit and the design stake in positioning pit
Stake side between formed filling space, therefore, the size of the positioning pit should be greater than the size of the design stake.Specifically, the positioning
Hole can be cylindrical recess, and when designing stake is tubular pole, the diameter of the positioning pit is greater than 100~300mm of the diameter of the tubular pole, when this
When design stake is square pile, the diameter of the positioning pit is greater than 100~300mm of the catercorner length of the square pile.Preferably, the positioning
The diameter in hole is greater than the 200mm of the diameter of the tubular pole, alternatively, the diameter of the positioning pit is greater than the catercorner length of the square pile
200mm。
S3: filler to the filler of granularity less than 8mm is filled in the filling space and wraps up the design stake positioned at this
Stake side in positioning pit.
Specifically, which can be building sand or stone.Preferably, it draws materials for convenience, which can be to build
Build with sand, the filler can the tight design stake be located at the stake side in the positioning pit, due to using building sand package
This section of stake side, rather than the soil body that soil layer differs greatly wraps up this section of stake side, therefore, the frictional resistance characteristic value of this section of stake side can be true
It is fixed, so that vertical bearing capacity of single pile characteristic value can be obtained by deducting the frictional resistance characteristic value of this section of stake side.
That is, the calculating of vertical bearing capacity of single pile characteristic value Rta is more change-based (b) by formula (a).Wherein, formula (a) is as follows:
Rta=u ∑ λ2jq2sjal2j+G0+u∑λ1jq1sjal1j
In the formula:
q1sjaIndicate the frictional resistance characteristic value of design stake top absolute altitude or more each soil layer stake side；
q2sjaIndicate the frictional resistance characteristic value of design stake top absolute altitude following soil layer stake side；
U indicates pile body perimeter of section；
l1jIndicate the i-th the thickness of the layer of design stake top absolute altitude or more；
l2jIndicate the i-th the thickness of the layer of stake top absolute altitude or less；
λ1jIndicate the reduction coefficient of the above resistance to plucking frictional resistance of stake top absolute altitude；
λ2jIndicate the reduction coefficient of the following resistance to plucking frictional resistance of stake top absolute altitude；
G0It indicates stake self weight, takes effective unit weight to calculate below level of ground water；
ApIndicate pile body area of section.
Formula (b) is as follows:
Rta=u ∑ λ2jq2sjal2j+G0+u∑λ1q1l1
In the formula:
q1Indicate the frictional resistance characteristic value of stake side sand；
q2sjaIndicate the frictional resistance characteristic value of design stake top absolute altitude following soil layer stake side；
U indicates pile body perimeter of section；
l1Indicate the thickness of design stake top absolute altitude to ground elevation section sand；
l2jIndicate the i-th the thickness of the layer of design stake top absolute altitude or less；
λ1Indicate the resistance to plucking frictional resistance reduction coefficient of design stake top mark to ground elevation section sand；
λ2jIndicate the reduction coefficient of the design following resistance to plucking frictional resistance of stake top absolute altitude；
G0It indicates stake self weight, takes effective unit weight to calculate below level of ground water；
ApIndicate pile body area of section.
It follows that this section of stake of the estimation deducted in the existing formula (a) for calculating vertical bearing capacity of single pile characteristic value Rta
The frictional resistance characteristic value of the building sand for the determination deducted in a frictional resistance characteristic value replacement accepted way of doing sth (b) of side.So that calculating
The vertical bearing capacity of single pile characteristic value Rta obtained is accurate and reliable.
Further, since the building sand is wrapped in the stake side that the design stake is located in positioning pit, and positioning pit is straight
Diameter is greater than 100~300mm of the diameter of the design stake, that is, is wrapped in filling out for the building sand that the design stake is located in positioning pit
Filling thickness is then approximately 100~300mm.
In the present embodiment, the hole bottom absolute altitude of the positioning pit is equal to design stake top absolute altitude, so that the design stake is drowned into this
After the supporting course (i.e. the design stake reaches design pile follower depth) of the soil body, which can be located at the hole bottom of the positioning pit,
So as to make the stake side of the design stake top absolute altitude or more wrap up building sand, thus the design stake top absolute altitude deducted in formula (b)
Thickness to ground elevation section sand is accurate, has ensured the accuracy of vertical bearing capacity of single pile characteristic value Rta.
In the present embodiment, the supporting course, the design stake top absolute altitude, the design stake pile-type be designer base area survey report
Accuse design gained.
It can learn, after using the calculated accurate vertical bearing capacity of single pile characteristic value of the embodiment of the present invention,
Anti-lift static load testing is carried out to design stake.It in anti-lift static load testing stake, is determined by load and the relationship of displacement
Corresponding practical unit for single-pile vertical anti-pulling bearing capacity, and compare the single-pile vertical orientation of practical the unit for single-pile vertical anti-pulling bearing capacity and the calculating
Size relation between characteristic load bearing capacity obtains anti-lift static load testing result.
Pile testing method of the invention is used as a result, accurate vertical bearing capacity of single pile characteristic value can be calculated, to improve
The levels of precision of anti-lift static load testing result, so that it is determined that the construction feasibility of selected pile-type, avoids the occurrence of selected pile-type not
Properly cause influence building structure safety and quality the case where, and occur change pile-type cause increase engineering cost and
The case where extending the duration.
Embodiment two
Referring to Fig. 2, for a kind of examination that a pile testing method based on the above embodiment is formed provided by Embodiment 2 of the present invention
The structural schematic diagram of pilework.The test pile structure includes the soil body 10, design stake and filler 30, which is equipped with positioning pit
40, which includes the first end 21 in positioning pit 40 and extends to the soil body 10 straight down from the first end 21
The second end 22 of supporting course 11, and filling space is formed between the stake side of the first end 21 of the design stake and the positioning pit 40, it should
The granularity of filler is less than 8mm, which is filled in the filling space, and wraps up the stake of the first end 21 of the design stake
Side.
Specifically, which can be applied to multi-storey basement test pile, so as to be obtained accurately by the pile testing method
Vertical bearing capacity of single pile characteristic value, that is, deduct design stake top absolute altitude to ground elevation more than frictional resistance characteristic value obtained
The characteristic load bearing capacity of long section of stake of effect is the long characteristic load bearing capacity of the practical stake of the multi-storey basement.
In the present embodiment, which can be prefabricated pile, which is used to determine the position of the design stake, this is fixed
Position hole 40 can be by using dry pore-forming technique to be formed on the soil body 10, which can be enterprising in the firm closely knit soil body of geology
Row, without other auxiliary pore-forming materials or equipment, simple process and construction cost is low.Specifically, the second end 22 of the design stake
The soil body 10 can be embedded at by way of hammering method, lash method or piling method, and the second end 22 is located at the soil body 10
Supporting course 11.
Further, which can be building sand or stone.Preferably, it draws materials for convenience, the filler 30
It can be building sand, which is capable of the stake side of the first end 21 of the tight design stake.It is wrapped up using building sand
The stake side of the first end 21, the soil body to differ greatly instead of existing soil layer.So that the frictional resistance of the stake side of the first end 21
Characteristic value can determine, so that vertical bearing capacity of single pile characteristic value can be by deducting the frictional resistance characteristic value of the stake side of the first end 21
It obtains.
That is, the calculating of vertical bearing capacity of single pile characteristic value Rta is changed to formula (d) by formula (c).Wherein, formula (c) is as follows:
Rta=u ∑ λ2jq2sjal2j+G0+u∑λ1jq1sjal1j
In the formula:
q1sjaIndicate the frictional resistance characteristic value of design stake top absolute altitude or more each soil layer stake side；
q2sjaIndicate the frictional resistance characteristic value of design stake top absolute altitude following soil layer stake side；
U indicates pile body perimeter of section；
l1jIndicate the i-th the thickness of the layer of design stake top absolute altitude or more；
l2jIndicate the i-th the thickness of the layer of stake top absolute altitude or less；
λ1jIndicate the reduction coefficient of the above resistance to plucking frictional resistance of stake top absolute altitude；
λ2jIndicate the reduction coefficient of the following resistance to plucking frictional resistance of stake top absolute altitude；
G0It indicates stake self weight, takes effective unit weight to calculate below level of ground water；
ApIndicate pile body area of section.
Formula (d) is as follows:
Rta=u ∑ λ2jq2sjal2j+G0+u∑λ1q1l1
In the formula:
q1Indicate the frictional resistance characteristic value of stake side sand；
q2sjaIndicate the frictional resistance characteristic value of design stake top absolute altitude following soil layer stake side；
U indicates pile body perimeter of section；
l1Indicate the thickness of design stake top absolute altitude to ground elevation section sand；
l2jIndicate the i-th the thickness of the layer of design stake top absolute altitude or less；
λ1Indicate the resistance to plucking frictional resistance reduction coefficient of design stake top mark to ground elevation section sand；
λ2jIndicate the reduction coefficient of the design following resistance to plucking frictional resistance of stake top absolute altitude；
G0It indicates stake self weight, takes effective unit weight to calculate below level of ground water；
ApIndicate pile body area of section.
It follows that this section of stake of the estimation deducted in the existing formula (c) for calculating vertical bearing capacity of single pile characteristic value Rta
The frictional resistance characteristic value of the building sand for the determination deducted in a frictional resistance characteristic value replacement accepted way of doing sth (d) of side.So that calculating
The vertical bearing capacity of single pile characteristic value Rta obtained is accurate and reliable.
Further, since the building sand is wrapped in the stake side that the design stake is located in positioning pit 40, and positioning pit 40
Diameter be greater than the design stake diameter 100~300mm, that is, be wrapped in the design stake be located at it is for building in positioning pit 40
The filling thickness of sand is then approximately 100~300mm.
In the present embodiment, the hole bottom absolute altitude of the positioning pit 40, be equal to design stake top absolute altitude, so that the design stake is drowned into
After the supporting course (i.e. the design stake reaches design pile follower depth) of the soil body, which can be located at the positioning pit 40
Bottom 41 is cheated, so as to make the stake side of 23 or more the design stake top wrap up filler 30, thus the design stake top deducted in formula (d)
The thickness of absolute altitude to ground elevation section sand is accurate, has ensured the accuracy of vertical bearing capacity of single pile characteristic value Rta.
Further, the pile-type of the design stake is tubular pole or square pile, and due to positioning pit 40 and is located in positioning pit 40
It designs and forms filling space between the stake side of stake, therefore, the size of the positioning pit 40 should be greater than the size of the design stake.Specifically
Ground, which can be cylindrical recess, and when designing stake is tubular pole, the diameter of the positioning pit 40 is greater than the diameter of the tubular pole
100~300mm, when the design stake is square pile, the diameter of the positioning pit be greater than the catercorner length of the square pile 100~
300mm.Preferably, the diameter of the positioning pit 40 is greater than 100~300mm of the diameter of the tubular pole, alternatively, the positioning pit 40 is straight
Diameter is greater than the 200mm of the catercorner length of the square pile.
In the present embodiment, the supporting course, the design stake top absolute altitude, the design stake pile-type be designer base area survey report
Accuse design gained.
It can learn, after using the calculated accurate vertical bearing capacity of single pile characteristic value of the embodiment of the present invention,
Anti-lift static load testing is carried out to design stake.It in anti-lift static load testing stake, is determined by load and the relationship of displacement
Corresponding practical unit for single-pile vertical anti-pulling bearing capacity, and compare the single-pile vertical orientation of practical the unit for single-pile vertical anti-pulling bearing capacity and the calculating
Size relation between characteristic load bearing capacity obtains anti-lift static load testing result.
Pile testing method of the invention is used as a result, accurate vertical bearing capacity of single pile characteristic value can be calculated, to improve
The levels of precision of anti-lift static load testing result, so that it is determined that the construction feasibility of selected pile-type, avoids the occurrence of selected pile-type not
Properly cause influence building structure safety and quality the case where, and occur change pile-type cause increase engineering cost and
The case where extending the duration.
A kind of pile testing method and test pile structure disclosed in example are applied to the present invention above to be described in detail, and are applied herein
Principle and implementation of the present invention are described for a example, the above embodiments are only used to help understand this hair
A kind of bright pile testing method and test pile structure and its core concept；At the same time, for those skilled in the art, according to this hair
Bright thought, there will be changes in the specific implementation manner and application range, in conclusion the content of the present specification should not manage
Solution is limitation of the present invention.
Claims (8)
1. a kind of pile testing method, which is characterized in that the described method comprises the following steps:
Positioning pit is excavated on the soil body；
The supporting course of design stake to the soil body is sunk in the positioning pit, and is made the positioning pit and be located at the positioning
Filling space is formed between the stake side of the design stake in hole；
Filling granularity wraps up the stake of the design stake less than filler to the filler of 8mm in the filling space
Side.
2. the method according to claim 1, wherein the hole bottom absolute altitude of the positioning pit is equal to the design stake
Design stake top absolute altitude.
3. according to the method described in claim 2, it is characterized in that, the pile-type of the design stake is tubular pole or square pile；
When the design stake is tubular pole, the diameter of the positioning pit is greater than 100~300mm of the diameter of the tubular pole；
When the design stake is square pile, the diameter of the positioning pit is greater than 100~300mm of the catercorner length of the square pile.
4. method according to any one of claims 1 to 3, which is characterized in that the filler is building sand or stone.
5. a kind of test pile structure formed using method described in claim 1, which is characterized in that the test pile structure includes:
The soil body, the soil body are equipped with positioning pit；
Stake is designed, the design stake includes the first end in the positioning pit and extends to straight down from the first end
The second end of the supporting course of the soil body, and formed and filled out between the stake side and the positioning pit of the first end of the design stake
Fill space；And
Filler, the granularity of the filler are less than 8mm, and the filler is filled in the filling space, and sets described in package
Count the stake side of the first end of stake.
6. test pile structure according to claim 5, which is characterized in that the hole bottom absolute altitude of the positioning pit is equal to the design
The design stake top absolute altitude of stake.
7. test pile structure according to claim 6, which is characterized in that the pile-type of the design stake is tubular pole or square pile；
When the design stake is tubular pole, the diameter of the positioning pit is greater than 100~300mm of the diameter of the tubular pole；
When the design stake is square pile, the diameter of the positioning pit is greater than 100~300mm of the catercorner length of the square pile.
8. according to the described in any item test pile structures of claim 5 to 7, which is characterized in that the filler be building sand or
Stone.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110067269A (en) * | 2019-05-27 | 2019-07-30 | 江苏筑森建筑设计有限公司 | A kind of structures and methods for eliminating the resistance of prefabricated pile test pile side |
| CN110409519A (en) * | 2019-07-17 | 2019-11-05 | 中国建筑第八工程局有限公司 | The verifying attachment and detection method of super-large diameter end-bearing pile bearing capacity |
| CN112854284A (en) * | 2021-01-15 | 2021-05-28 | 中国电建集团港航建设有限公司 | Construction method of tubular pile foundation for bottom mud treatment plant |
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| CN106592652A (en) * | 2016-12-27 | 2017-04-26 | 中船第九设计研究院工程有限公司 | Test method for ultimate bearing capacity of cast-in-situ bored uplift pile in deep foundation pit |
| CN207567836U (en) * | 2017-11-20 | 2018-07-03 | 中建一局集团建设发展有限公司 | Compression test stake ess-strain comprehensive detection system |
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