CN109826247A - Foundation pit test pile structure and foundation pit pile testing method - Google Patents
Foundation pit test pile structure and foundation pit pile testing method Download PDFInfo
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- CN109826247A CN109826247A CN201910140910.2A CN201910140910A CN109826247A CN 109826247 A CN109826247 A CN 109826247A CN 201910140910 A CN201910140910 A CN 201910140910A CN 109826247 A CN109826247 A CN 109826247A
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- 238000012360 testing method Methods 0.000 title claims abstract description 113
- 230000002787 reinforcement Effects 0.000 claims description 19
- 229910000831 Steel Inorganic materials 0.000 claims description 18
- 239000010959 steel Substances 0.000 claims description 18
- 238000006073 displacement reaction Methods 0.000 claims description 13
- 238000009412 basement excavation Methods 0.000 claims description 10
- 238000004064 recycling Methods 0.000 claims description 5
- 238000011010 flushing procedure Methods 0.000 claims description 4
- 238000000034 method Methods 0.000 abstract description 13
- 238000006243 chemical reaction Methods 0.000 abstract description 5
- 238000009825 accumulation Methods 0.000 description 4
- 238000010276 construction Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
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Abstract
The present embodiments relate to foundation pit field, a kind of foundation pit test pile structure and foundation pit pile testing method are provided, wherein test pile structure includes the first pile cutoff, loading device, the second pile cutoff and heap loading；The stake top of first pile cutoff is located at the hole bottom of foundation pit to be dug, and the stake top of the first pile cutoff is connected with the side of loading device；The opposite side of loading device is connected with the stake bottom of the second pile cutoff, and the stake top of the second pile cutoff is located at the hole top of foundation pit to be dug；Heap loading is arranged at the stake top of the second pile cutoff, for loading to the first pile cutoff.Foundation pit test pile structure provided in an embodiment of the present invention and foundation pit pile testing method are the stake top of pile foundation to the test bit at stake bottom by the test pile result that the test pile structure obtains, and test pile result is accurate and without conversion；And be set to the stake top of the second pile cutoff at the hole top of foundation pit to be dug, it is equipped with heap loading at the stake top of the second pile cutoff, so that the test pile process carries out on ground, reduces the tonnage of test pile heap loading.
Description
Technical field
The present embodiments relate to foundation pit technical field more particularly to a kind of foundation pit test pile structure and foundation pit pile testing methods.
Background technique
Since urban district foundation pit risk factor is larger, test pile will increase foundation pit risk after excavation of foundation pit, and foundation pit bottom surface is not
Convenient for doing extensive preloading, generally requires and add anchoring pile.If pile crown must get to ground first, and examine in ground test pile
The side friction for considering above ground portion, causes test pile tonnage larger, and preloading is larger, and obtained numerical value needs to deduct foundation pit sky brill
The side friction at end, numerical value is not direct, not accurate enough.
According to self-balanced test, since negative friction of pile specific frictional resistance power is small, position is arranged in general self-balanced loading ring
Lower, obtained result is needed by conversion, numerical value inaccuracy.Moreover, general self-balancing approach load jack can not take out
Recycling.
Summary of the invention
The embodiment of the present invention provides a kind of foundation pit test pile structure and foundation pit pile testing method, to solve test pile in the prior art
As a result inaccurate problem.
The embodiment of the present invention provides a kind of foundation pit test pile structure, comprising: the first pile cutoff, loading device, the second pile cutoff and heap
Loading；The stake top of first pile cutoff is located at the hole bottom of foundation pit to be dug, the stake top of first pile cutoff and the loading device
Side be connected；The opposite side of the loading device is connected with the stake bottom of second pile cutoff, the stake top position of second pile cutoff
At the hole top of foundation pit to be dug；The heap loading is arranged at the stake top of second pile cutoff, for first pile cutoff into
Row load.
The embodiment of the present invention provides a kind of foundation pit pile testing method, comprising: the steel reinforcement cage bound is hung in foundation pit to be dug
Setting position, and flush the top of the steel reinforcement cage with the hole of foundation pit to be dug top；In the steel reinforcement cage and foundation pit to be dug
Cheat the opposite pre-buried loading device in place in bottom；The steel reinforcement cage is poured to form pile body and flush in the pile body with the hole of foundation pit to be dug top
Place's setting heap loading.
Foundation pit test pile structure provided in an embodiment of the present invention and foundation pit pile testing method, by making the stake top of the first pile cutoff and setting
The stake top elevation location of meter pile foundation flushes, and loading device is arranged at the stake top of the first pile cutoff, so that the test pile process obtains
Test pile result be the stake top of pile foundation to the test bit at stake bottom, test pile result is accurate and without conversion；And by second
The stake top of section is set at the hole top of foundation pit to be dug, and heap loading is equipped at the stake top of the second pile cutoff, so that the test pile process is on ground
Face carries out, and reduces foundation pit exposure duration, increases the safety of foundation pit；Meanwhile ground test pile can greatly reduce test pile heap
The tonnage of loading reduces the project amount of preloading, and ground test pile condition is better than the test pile condition at Foundation Pit bottom.
Detailed description of the invention
In order to more clearly explain the embodiment of the invention or the technical proposal in the existing technology, to embodiment or will show below
There is attached drawing needed in technical description to be briefly described, it should be apparent that, the accompanying drawings in the following description is this hair
Bright some embodiments for those of ordinary skill in the art without creative efforts, can be with root
Other attached drawings are obtained according to these attached drawings.
Fig. 1 is the structural schematic diagram of foundation pit test pile constructive embodiment of the present invention；
Fig. 2 is the flow diagram of foundation pit pile testing method embodiment of the present invention；
Wherein, the first pile cutoff of 1-；The second pile cutoff of 2-；3- loading device；4- load plate；5- reading data case；6- heap loading.
Specific embodiment
In order to make the object, technical scheme and advantages of the embodiment of the invention clearer, below in conjunction with the embodiment of the present invention
In attached drawing, technical scheme in the embodiment of the invention is clearly and completely described, it is clear that described embodiment is
A part of the embodiment of the present invention, instead of all the embodiments.Based on the embodiments of the present invention, those of ordinary skill in the art
Every other embodiment obtained without creative efforts, shall fall within the protection scope of the present invention.
In the description of the present invention, it is to be understood that, term " center ", " longitudinal direction ", " transverse direction ", " length ", " width ",
" thickness ", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom" "inner", "outside", " up time
The orientation or positional relationship of the instructions such as needle ", " counterclockwise ", " axial direction ", " radial direction ", " circumferential direction " be orientation based on the figure or
Positional relationship is merely for convenience of description of the present invention and simplification of the description, rather than the device or element of indication or suggestion meaning must
There must be specific orientation, be constructed and operated in a specific orientation, therefore be not considered as limiting the invention.
In addition, term " first ", " second " are used for descriptive purposes only and cannot be understood as indicating or suggesting relative importance
Or implicitly indicate the quantity of indicated technical characteristic.Define " first " as a result, the feature of " second " can be expressed or
Implicitly include at least one this feature.In the description of the present invention, the meaning of " plurality " is at least two, such as two, three
It is a etc., unless otherwise specifically defined.
In the present invention unless specifically defined or limited otherwise, term " installation ", " connected ", " connection ", " fixation " etc.
Term shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or integral；It can be mechanical connect
It connects, is also possible to be electrically connected or can communicate each other；It can be directly connected, can also indirectly connected through an intermediary, it can be with
It is the interaction relationship of the connection or two elements inside two elements, unless otherwise restricted clearly.For this field
For those of ordinary skill, the specific meanings of the above terms in the present invention can be understood according to specific conditions.
Fig. 1 shows a preferred embodiment of foundation pit test pile structure of the present invention, as shown in Figure 1, the test pile structure includes:
First pile cutoff 1, loading device 3, the second pile cutoff 2 and heap loading 6；The stake top of first pile cutoff 1 is located at the hole bottom of foundation pit to be dug, the
The stake top of one pile cutoff 1 is connected with the side of loading device 3；The opposite side of loading device 3 is connected with the stake bottom of the second pile cutoff 2, the
The stake top of two pile cutofves 2 is located at the hole top of foundation pit to be dug；Heap loading 6 is arranged at the stake top of the second pile cutoff 2, for first
Section 1 is loaded.
Specifically, it when carrying out test pile to foundation pit pile foundation, drives piles first in the setting position of foundation pit to be dug, i.e. the piling position
It sets identical as the setting position of pile foundation after excavation of foundation pit；Then first steel reinforcement cage is bound, and the reinforcing bar cage hoisting bound is entered
The setting position of foundation pit to be dug, and the top of the steel reinforcement cage is flushed with the hole of foundation pit to be dug top；Steel reinforcement cage with wait dig
The fixed load case in the opposite place in the hole bottom of foundation pit, for example, the loading device 3 is annular loading device 3, for example, the loading device is
Jack etc.；Later, steel reinforcement cage is carried out pouring the construction for completing pile body, that is, being located at loading device pile cutoff below is engineering
Pile cutoff (that is, first pile cutoff 1), the pile cutoff more than loading device are test pile section (that is, second pile cutoff 2).That is, the first pile cutoff 1
Height reach the stake top absolute altitude of design foundation pile, the height of the second pile cutoff 2 reaches ground elevation；At this time in the stake of the second pile cutoff 2
Heap loading 6 is set at top, for example, heap loading 6 can be concrete block or other weights etc.；I.e. by the heap loading 6 to this
One pile cutoff 1 is loaded, and the bearing capacity of first pile cutoff 1 is tested, i.e., carries out test pile to the first pile cutoff 1.Due to the first pile cutoff 1
Length is consistent with the length of pile foundation, and loading device 3 is arranged at the stake top of the first pile cutoff 1, and carries out preloading on ground, i.e.,
Using self-balancing approach in such a way that accumulation load method combines, so that obtained test pile result is the stake top absolute altitude examination below of pile foundation
Stake value, is not required to convert, so that test pile result is accurate, while also greatly reducing the tonnage of test pile heap loading 6, reduces preloading
Project amount；And completed, after excavation of foundation pit in test pile, which can be dug out into recycling, be repeated when next test pile
It utilizes, has achieved the purpose that resource rational utilization.In embodiments of the present invention, by making the stake top of the first pile cutoff and designing pile foundation
Stake top elevation location flush, and at the stake top of the first pile cutoff be arranged loading device so that the test pile that the test pile process obtains
It as a result is the stake top of pile foundation to the test bit at stake bottom, test pile result is accurate and without conversion；And by the stake of the second pile cutoff
Top is set at the hole top of foundation pit to be dug, and heap loading is equipped at the stake top of the second pile cutoff, so that the test pile process carries out on ground,
Reduce foundation pit exposure duration, increases the safety of foundation pit；Meanwhile ground test pile can greatly reduce the ton of test pile heap loading
Position, reduces the project amount of preloading, and ground test pile condition is better than the test pile condition at Foundation Pit bottom.
In addition, the preloading value of heap loading 6 can be according to the negative friction value of the bearing capacity value of the first pile cutoff 1, the second pile cutoff 2
That is the second pile cutoff 2 is determined from weight values；For example, the preloading value of heap loading 6=first pile cutoff 1 the-the second pile cutoff of bearing capacity value 2
The-the second pile cutoff of negative friction value 2 from weight values.And during existing test pile, according to ground test pile, heap loading 6
The frictional resistance force value of preloading value=first pile cutoff 1 the+the second pile cutoff of bearing capacity value 2, due to it is found that pile testing method provided by the invention
The heap loading capacity during test pile can substantially be reduced, especially in the case where foundation pit relatively depth, the reduction effect of heap loading capacity
It is more obvious.
Further, foundation pit test pile structure, further includes: reading data case 5；Reading data case 5 includes and 3 phase of loading device
Loading force even reads component, and loading force reads the loading force that component is used to read loading device 3.For example, in reading data case 5
Loading force read component include force snesor and display interconnected；For example, the force snesor is arranged in loading device 3
With the junction of the first pile cutoff 1, which is arranged on ground；Component can be then read by the loading force obtains load dress in real time
The load force value at 3 is set, and then obtains the bearing capacity value of the first pile cutoff 1 during test pile.
Further, reading data case 5 includes that component is read in the displacement being connected with loading device 3, and displacement is read component and used
In the shift value for reading loading device 3.For example, it includes that displacement interconnected passes that component is read in the displacement in reading data case 5
Sensor and display；For example, the junction of loading device 3 and the first pile cutoff 1, display setting is arranged in the displacement sensor
On ground；Then component can be read by the displacement obtain the misalignment at loading device 3 in real time.
Further, foundation pit test pile structure, further includes: load plate 4；The stake top phase of the side of load plate 4 and the second pile cutoff 2
Even, the opposite side of load plate 4 is arranged in heap loading 6.That is, load plate 4 is arranged at the stake top of the second pile cutoff 2, for example, the load
Plate 4 is horizontal positioned, then the part outside region being connected in the side of the load plate 4 with the second pile cutoff 2 is bonded with ground；Heap loading
6 heaps are loaded in the load plate 4, for carrying out preloading to the first pile cutoff 1.Due to not needing to read data in the bottom of load plate 4,
Therefore load plate 4 need not can equally be maked somebody a mere figurehead with common accumulation load method, i.e., the stake top of second pile cutoff 2 should be reliably connected with load plate 4.
The present invention also provides a kind of foundation pit pile testing methods, as shown in Fig. 2, the pile testing method includes: the reinforcing bar that will have been bound
Cage hangs in the setting position of foundation pit to be dug, and flushes the top of steel reinforcement cage with the hole of foundation pit to be dug top；Steel reinforcement cage with to
Dig the opposite pre-buried loading device 3 in place in hole bottom of foundation pit；Pouring reinforcement cage forms pile body, and neat on the hole of pile body and foundation pit to be dug top
Flat place's setting heap loading 6.
Specifically, it when carrying out test pile to foundation pit pile foundation, drives piles first in the setting position of foundation pit to be dug, i.e. the piling position
It sets identical as the setting position of pile foundation after excavation of foundation pit；Then first steel reinforcement cage is bound, and the reinforcing bar cage hoisting bound is entered
The setting position of foundation pit to be dug, and flush the top of steel reinforcement cage with the hole of foundation pit to be dug top；In steel reinforcement cage and foundation pit to be dug
The fixed load case in the opposite place in bottom is cheated, for example, the loading device 3 is annular loading device 3, for example, the loading device is jack
Deng；Later, steel reinforcement cage is carried out pouring the construction for completing pile body, that is, being located at loading device pile cutoff below is engineering pile cutoff
(that is, first pile cutoff 1), the pile cutoff more than loading device are test pile section (that is, second pile cutoff 2).At this time in the second pile cutoff 2
Heap loading 6 is set at stake top, i.e., first pile cutoff 1 is loaded by the heap loading 6, tests the carrying of first pile cutoff 1
Power carries out test pile to the first pile cutoff 1.Since the length of the first pile cutoff 1 is consistent with the length of pile foundation, and in the first pile cutoff 1
Loading device 3 is set at stake top, and carries out preloading on ground to make that is, using self-balancing approach in such a way that accumulation load method combines
The test pile result that must be obtained is the stake top absolute altitude test pile value below of pile foundation, is not required to convert, so that test pile result is accurate,
The tonnage for also greatly reducing test pile heap loading 6 simultaneously, reduces the project amount of preloading；And completed, after excavation of foundation pit in test pile, it can
It is reusable when next test pile the loading device 3 is dug out recycling, achieve the purpose that resource rational utilization.
In embodiments of the present invention, by flushing the stake top of the first pile cutoff 1 with the stake top elevation location for designing pile foundation, and
At the stake top of the first pile cutoff 1 be arranged loading device 3 so that the test pile result that the test pile process obtains be the stake top of pile foundation extremely
The test bit at stake bottom, test pile result are accurate and without conversion；And the test pile process carries out on ground, and it is sudden and violent to reduce foundation pit
Reveal the time, increases the safety of foundation pit；Meanwhile ground test pile can greatly reduce the tonnage of test pile heap loading 6, reduce preloading
Project amount.
Further, foundation pit pile testing method, further includes: load plate is set with the hole of foundation pit the to be dug top place of flushing in pile body
4, i.e., load plate 4 is set at the dress shield of the second pile cutoff 2；Due to not needing to read data in the bottom of load plate 4, therefore load
Plate 4 need not can equally be maked somebody a mere figurehead with common accumulation load method, i.e., the stake top of second pile cutoff 2 should be reliably connected with load plate 4；And by preloading
Object 6 is placed in the load plate 4, so that heap loading 6 loads the first pile cutoff 1.
Further, foundation pit pile testing method, further includes: reading data case 5 is set at the hole top of foundation pit to be dug, and will be counted
Component is read according to the loading force read in case 5 to be connected with loading device 3.For example, the loading force in reading data case 5 reads component
Including force snesor interconnected and display；For example, the company of loading device 3 and the first pile cutoff 1 is arranged in the force snesor
Place is met, which is arranged on ground；Then component can be read by the loading force obtain the loading force at loading device 3 in real time
Value, and then obtain the bearing capacity value of the first pile cutoff 1 during test pile.
Further, foundation pit pile testing method, further includes: component and loading device 3 are read into the displacement in reading data case 5
It is connected.For example, it includes displacement sensor and display interconnected that component is read in the displacement in reading data case 5；For example, should
The junction of loading device 3 and the first pile cutoff 1 is arranged in displacement sensor, which is arranged on ground；The position can then be passed through
It moves reading component and obtains the misalignment at loading device 3 in real time.
Wherein, the preloading value of heap loading 6 is according to bearing capacity value, the pile body that pile body is in 3 or less part of loading device
It the negative friction value of 3 above section of loading device and is determined from weight values；Wherein, bearing capacity value and negative friction value base area are surveyed
Parameter determines.That is, pile body is in loading device or less partially as the first pile cutoff 1, it is that pile body, which be in loading device above section,
Two pile cutofves 2, then the counter-force on 3 top of loading device is by the negative friction of the second pile cutoff 2 and its self weight of self weight and heap loading 6
Two parts provide.Then during carrying out test pile, can base area survey the characteristic load bearing capacity of parameter prediction pile foundation (that is, first
The characteristic load bearing capacity of pile cutoff 1) and estimate the negative friction value of the second pile cutoff 2 with the periphery soil body；That is, the preloading of heap loading 6
Value can determining from weight values according to the bearing capacity value of the first pile cutoff 1, the negative friction value of the second pile cutoff 2 and the second pile cutoff 2；
For example, the-the second pile cutoff of negative friction value 2 of the preloading value of heap loading 6=first pile cutoff 1 the-the second pile cutoff of bearing capacity value 2 from
Weight values.And during existing test pile, according to ground test pile, heap loading 6 in preloading value=first pile cutoff 1 bearing capacity value
The frictional resistance force value of+the second pile cutoff 2, due to it is found that pile testing method provided by the invention can substantially reduce the heap during test pile
Loading capacity, especially in the case where foundation pit relatively depth, the reduction effect of heap loading capacity is more obvious.
Further, foundation pit pile testing method, further includes: carry out excavation of foundation pit after completing test pile, while making the load
Device 3 is dug out recycling.Test pile and detection test pile before above-mentioned pile testing method can be used for constructing, if using above-mentioned examination before construction
Piling method carries out test pile, then can carry out excavation of foundation pit after completing test pile, can quickly form base plate of foundation pit after excavation of foundation pit, subtract
The exposure of few base plate of foundation pit, increases the safety of foundation pit；Meanwhile during excavation of foundation pit, it can also will be embedded in
The loading device 3 of Foundation Pit bottom is dug out, so that the loading device 3 can recycle and reuse, has reached resource rational utilization
Effect.
In addition, if the pile testing method for before constructing when test pile, can be by adjusting the abundant body of loaded weight of heap loading
The bearing capacity of existing first pile cutoff, the difference that report will not be surveyed because of ground are more or other reasons cause cannot make full use of first
The bearing capacity of pile cutoff.
Finally, it should be noted that the above embodiments are merely illustrative of the technical solutions of the present invention, rather than its limitations；Although
Present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that: it still may be used
To modify the technical solutions described in the foregoing embodiments or equivalent replacement of some of the technical features；
And these are modified or replaceed, technical solution of various embodiments of the present invention that it does not separate the essence of the corresponding technical solution spirit and
Range.
Claims (10)
1. a kind of foundation pit test pile structure characterized by comprising the first pile cutoff, loading device, the second pile cutoff and heap loading；
The stake top of first pile cutoff is located at the hole bottom of foundation pit to be dug, stake top and the loading device of first pile cutoff
Side is connected；
The opposite side of the loading device is connected with the stake bottom of second pile cutoff, and the stake top of second pile cutoff is located at base to be dug
At the hole top in hole；
The heap loading is arranged at the stake top of second pile cutoff, for loading to first pile cutoff.
2. foundation pit test pile structure according to claim 1, which is characterized in that further include: reading data case；The data are read
Taking case includes that the loading force being connected with the loading device reads component, and the loading force reads component for reading the load
The loading force of device.
3. foundation pit test pile structure according to claim 2, which is characterized in that the reading data case includes and the load
Component is read in the connected displacement of device, and the shift value that component is used to read the loading device is read in the displacement.
4. foundation pit test pile structure according to claim 1-3, which is characterized in that further include: load plate；
The side of the load plate is connected with the stake top of second pile cutoff, and the opposite of the load plate is arranged in the heap loading
Side.
5. a kind of foundation pit pile testing method characterized by comprising
The steel reinforcement cage bound is hung in the setting position of foundation pit to be dug, and makes the top of the steel reinforcement cage and foundation pit to be dug
Hole top flushes；In the steel reinforcement cage pre-buried loading device in place opposite with the hole bottom of foundation pit to be dug；
It pours the steel reinforcement cage and forms pile body, and heap loading is set with the hole of foundation pit the to be dug top place of flushing in the pile body.
6. foundation pit pile testing method according to claim 5, which is characterized in that further include:
Load plate is set with the hole of foundation pit the to be dug top place of flushing in the pile body, and the heap loading is arranged in the load plate
On.
7. foundation pit pile testing method according to claim 5, which is characterized in that further include: it is set at the hole top of foundation pit to be dug
Reading data case is set, and the loading force in reading data case is read into component and is connected with loading device；By the reading data case
Interior displacement reads component and is connected with the loading device.
8. foundation pit pile testing method according to claim 5, which is characterized in that the preloading value of the heap loading is according to the stake
Be in the bearing capacity value of part, the pile body below loading device be in loading device above section negative friction value and from
Weight values determine；
Wherein, bearing capacity value and negative friction value base area are surveyed parameter and are determined.
9. foundation pit pile testing method according to claim 8, which is characterized in that preloading value=pile body of the heap loading is in
The bearing capacity value-of part below the loading device pile body is in negative friction value-pile body of loading device above section
In loading device above section from weight values.
10. according to the described in any item foundation pit pile testing methods of claim 6-9, which is characterized in that further include: it is laggard to complete test pile
Row excavation of foundation pit, while the loading device being made to be dug out recycling.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910140910.2A CN109826247B (en) | 2019-02-26 | Foundation pit pile testing structure and foundation pit pile testing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910140910.2A CN109826247B (en) | 2019-02-26 | Foundation pit pile testing structure and foundation pit pile testing method |
Publications (2)
| Publication Number | Publication Date |
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| CN109826247A true CN109826247A (en) | 2019-05-31 |
| CN109826247B CN109826247B (en) | 2024-04-16 |
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| TW580531B (en) * | 2002-10-08 | 2004-03-21 | Great Asia Engineering Consult | A load test method of foundation piles and device thereof formed by an assembled main beam and aid beam system |
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