CN109778927A - A kind of pile foundation autobalanced detection system and method for load-compensating - Google Patents
A kind of pile foundation autobalanced detection system and method for load-compensating Download PDFInfo
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- CN109778927A CN109778927A CN201910222115.8A CN201910222115A CN109778927A CN 109778927 A CN109778927 A CN 109778927A CN 201910222115 A CN201910222115 A CN 201910222115A CN 109778927 A CN109778927 A CN 109778927A
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Abstract
The present invention provides a kind of pile foundation autobalanced detection systems of load-compensating, comprising: datum line beam；Oil pipe is arranged on the inbuilt side wall of datum line beam, and oil pipe is high-pressure oil pipe；Displacement bar is arranged with oil pipe parallel vertical；Annular load box, in embedment stake in advance, the oil pipe of displacement bar and load box is extended into ground, the pile body of pile foundation bears the power transmitted by load box, the pile body top of pile foundation and the frictional resistance of lower part and the end resistance of pile foundation maintain to load by self balancing device, and keep the mutual balance with load by load-compensating component；Loading system is connect with load box, is loaded with self balancing device, loading system includes high-pressure oil pump；Displacement sensor is electrically connected with datum line beam；Data collection system, displacement sensor connection.Corresponding method of detection is also disclosed, load-compensating is carried out by load-compensating device, simulates true pile foundation stress, to design the inspection for providing according to and carrying out engineering pile bearing capacity.
Description
Technical field
The present invention relates to a kind of detection method of the building structure such as bridge, the pile foundation self-balancing of especially a kind of load-compensating
Detection system and method.
Background technique
It is recorded according to related document, pile foundation carrying is carried out titled with loading equipemtn pre-buried in the stake of the name of " self-balancing approach " by the country
The method of Characteristics Detection is most proposed and is implemented by AfarVasela company, Israel early in nineteen sixty, according to Patent data, the party
Method is referred to as a kind of new bearing capacity test method, is commonly called as continuous grinding static load method.Different from traditional accumulation load method, this method is being applied
The finished product load box made in advance is set near pile body position or stake end during work, is surveyed by pressure oil pipe and displacement
Amount device tests the bearing capacity of pile foundation and displacement, so that top pile body moves up, the stake side on excitation pile body top is rubbed
Resistance, while load box is downwards and stake end generates counter-force, to play the collateral resistance and end resistance of pile body lower part, when stake side and
When end resistance reaches capacity, the as vertical allowable load capacity of single pile of this.This method passes through test loading process
The corresponding relationship of middle displacement and pressure, is obtained Q-s the and s-lgt curve of pile body upper-lower section, is obtained using associated load conversion method
Preloading (anchoring pile) method is commonly used out and tests Q-s, so that it is determined that single pile vertical resistance pressure bearing capacity.Self-balanced loading stress condition and typical case
Test curve is as shown in Figure 1.
Loading device used in the vertical bearing capacity of self-balancing approach detection pile body under static load due to surveying in the prior art
Examination, cannot true simulation piles upper section and lower section stress condition, need during the test by the variation of load box into
Row load-compensating just can be carried out true analog detection, and there is presently no any technologies for carrying out correlative study.
Summary of the invention
To overcome the shortcomings of existing technologies, the purpose of the present invention is to provide a kind of pile foundation autobalanced detections of load-compensating
System and method,
The purpose of the present invention is to provide a kind of pile foundation autobalanced detection systems of load-compensating, comprising:
Datum line beam；
Oil pipe is arranged on the inbuilt side wall of datum line beam, and oil pipe is high-pressure oil pipe；
Displacement bar is arranged with the oil pipe parallel vertical；
Annular load box is embedded in stake in advance, the oil pipe of the displacement bar and the load box is extended to ground,
The pile body of pile foundation bears the power transmitted by the load box, the frictional resistance of the pile body top of the pile foundation and lower part with
And the end resistance of the pile foundation maintains to load by self balancing device, and keeps adding with described by load-compensating component
The mutual balance carried；
Loading system is connect with the load box, and for loading with the self balancing device, loading system includes high pressure oil
Pump；
Displacement sensor is electrically connected with datum line beam；
Data collection system is connect with institute displacement sensors.
Preferably, the load-compensating component includes: in the annular load lower box or for large diameter pile feelings
The conical flow guiding body of annular load cabinet top installation under condition, it is right when concrete is by the annular load box level
Fluid plays smoothly guiding function, so that the load load to self-balancing compensates.
It preferably, further include pillar, the pillar is coated on the outside of the displacement bar.
It preferably, further include pile body axial stress test device, the strain gauge including being connect with the load box and logical
The deformeter that sensing line is connect with strain gauge is crossed, the strain is calculated as reinforcing steel strain gauge, and the deformeter is hydraulic type pressure gauge.
The object of the invention is also to provide a kind of pile foundation autobalanced detection method of load-compensating, using maintaining lotus at a slow speed
The mode of load-compensating is carried and assists, comprising steps of
Step 1, the annular load box is installed, the annular load box is subjected to welding company by calculating position and steel reinforcement cage
It connecing, concrete operations are as follows: upper section steel reinforcement cage is sling and is welded with the annular load box upper plate by crane, all main reinforcement weld all arounds, and
Ensure when steel reinforcement cage and the annular load box lift by crane without departing to guarantee steel reinforcement cage and the load box in same level
On line, then spot welding loudspeaker muscle, loudspeaker muscle upper end and main reinforcement, lower end and the spot welding of inner circle edge, the annular load box of guarantee are horizontal
Then annular load box lower plate is connect by degree less than 0.5% with lower section steel reinforcement cage, weld lower loudspeaker muscle；
Step 2, it is poured pile, after pore-forming, will be arrived in drilling under the steel reinforcement cage for installing the annular load box with crane,
Then carry out filling concrete construction, when pay close attention to concrete, when concrete close to it is described annular load box when, pull out conduit speed
Slow down, when the annular load upper box part concrete height is greater than 2.5m, conduit bottom can pull out load box, pouring concrete
To design stake top, the annular load lower box part concrete slump is greater than 200mm, so that concrete is in the annular load box
Place turns over；
Step 3, field experiment is carried out.
Step 4, data analysis is carried out.
Preferably, the step 3 includes:
Step 31, it loads and unloads and be classified, test pile loads every time divides 9 grades, and 5 grades of progress of unloading point load and unload first
Grade is set as the 20% of default loading capacity；
Step 32, the data observation after load-compensating is carried out.
Preferably, the step 32 includes:
Step 321, displacement observation, every 15 minutes, each survey read 1 displacement deformation in the 1st hour after every grade of load, with
It read once and automatically processed every 30 minutes afterwards and draw out Q-S, S-lgt, S-lgQ curve；
Step 322, stability criterion, the deflection of every grade of load are no more than 0.1mm in last 30 minutes and are judged to stablizing
State；
Step 323, load is terminated, the condition for terminating load includes that total displacement is more than or equal to 40mm, this grade of lotus
It carries and is still not up to stable state after applying 24 hours, load terminates；Or ancestor's deflection is less than 40mm, but load has reached load pole
Limit or displacement have been more than the stroke of the annular load box, and load terminates.
Preferably, the step 4 includes:
Step 41, load-displacement Q-s curve is drawn, displacement versus time logarithm s-lgt curve and other needs assist dividing
Analyse curve；
Step 42, bearing capacity is determined；
Step 43, vertical allowable load capacity of single pile is determined.
Preferably, the step 42 includes: to set upper section pile ultimate bearing capacity as Q1, and lower section pile ultimate bearing capacity Q2 is pressed
It is determined according to following five step, comprising: (1) determined according to displacement with the feature of loads change: for abrupt change, i.e., dropping or skyrocket suddenly
Type Q-S curve takes it that the corresponding payload values of the starting point of obvious abrupt change occur；(2) feature changed over time according to displacement is true
Take s-lgt curve tail the previous stage payload values of significant change occur surely, i.e., lower section stake take s-lgt curve tail occur obviously to
Under curved previous stage payload values, upper section stake takes s-lgt curve tail the previous stage payload values that are obviously bent upwards occur；(3)
When occurring terminating the second situation of loading environment, previous stage payload values are taken；(4) for slow change type Q-s curve according to displacement
It determines, takes the corresponding payload values of s=40mm, when whole stake is long is greater than 40m, considers pile body Elastic penetration, diameter is greater than
Or when being equal to 800mm, the corresponding payload values of s=0.05D are taken, D indicates stake end diameter；(5) according in (1)-(4) judgement above,
When the ultimate bearing capacity of lower section stake does not reach capacity, taking maximum Test Loading Value for Loading is ultimate bearing force value.
Preferably, the step 43 includes: to set single pile vertical resistance pressure bearing capacity as Q, then Q=[(Q2-G)/r]+Q1,
Middle G is single pile gravity, and r is the constant determined according to pile foundation material.
Beneficial effects of the present invention:
Using the vertical bearing capacity of system and method detection reperfusion pile single pile, by load box before concreting
It is embedded at pile body equalization point together with steel reinforcement cage (near pile body position or stake end), the forcing pipe and required its of case will be loaded
Its test device guides to ground from pile body, then pile after concrete perfusion, later from a pressure oil pump on ground to load
Case applies pressure, so that generating loading force inside pile body, carries out load-compensating by load-compensating device at this time, simulation is true
The vertical carrying of foundation pile is calculated by the calculating and analysis to the relationship between loading force and these parameters in pile foundation stress
Power, and the volume of data such as side resistance coefficient, the collateral resistance of stake, end bearing capacity of pile that can obtain every layer of soil layer, provide for design
Design considerations, and the inspection of engineering pile bearing capacity can also be carried out.Major diameter suitable for newly-built, renovating and enlarging engineering is mixed
The vertical bearing capacity detection of solidifying soil bored concrete pile, be particularly suitable for the test pile waterborne that traditional static load test pile is difficult to realize, hillside fields test pile,
Foundation pit bottom test pile, narrow place test pile, extra high load bearing capacity test pile.
According to the following detailed description of specific embodiments of the present invention in conjunction with the accompanying drawings, those skilled in the art will be brighter
The above and other objects, advantages and features of the present invention.
Detailed description of the invention
Some specific embodiments of the present invention is described in detail by way of example and not limitation with reference to the accompanying drawings hereinafter.
Identical appended drawing reference denotes same or similar part or part in attached drawing.It should be appreciated by those skilled in the art that these
What attached drawing was not necessarily drawn to scale.Target and feature of the invention will be apparent from view of following description taken together with the accompanying drawings,
In attached drawing:
Fig. 1 show self-balanced loading stress condition according to an embodiment of the present invention and typical test curve figure；
Fig. 2 show the pile foundation self-balance loading system structure chart according to an embodiment of the present invention with load-compensating；
Fig. 3 show pile body axial stress test structure chart according to an embodiment of the present invention.
Specific embodiment
Shown in Figure 2 is the pile foundation self-balance loading system structure with load-compensating according to the embodiment of the present invention
Scheme and shown in Figure 3 for pile body axial stress test structure chart.
A kind of pile foundation autobalanced detection system of load-compensating, comprising:
Datum line beam；
Oil pipe is arranged on the inbuilt side wall of datum line beam；
Displacement bar is arranged with oil pipe parallel vertical；
Annular load box is embedded in stake in advance, the oil pipe of displacement bar and load box is extended to ground, the pile body of pile foundation is held
By the power transmitted by load box, the pile body top of pile foundation and the frictional resistance of lower part and the end resistance of pile foundation pass through
Self balancing device keeps the mutual balance with load by load-compensating component to maintain to load；Load-compensating component packet
It includes: in the conical flow guiding of annular load lower box or for large diameter pile annular load cabinet top installation
Body plays smoothly guiding function to fluid, to add to self-balancing when concrete is by the annular load box level
Load load compensates
Loading system is connect with load box, for loading with self balancing device；
Displacement sensor is electrically connected with datum line beam；
Data collection system is connect with displacement sensor.
Wherein, oil pipe is high-pressure oil pipe, further includes pillar, and pillar is coated on the outside of displacement bar.It further include that pile body is axially answered
Force test device, including the strain gauge being connect with load box and the deformeter being connect by sensing line with strain gauge.Load system
System includes high-pressure oil pump.Strain is calculated as reinforcing steel strain gauge, and deformeter is hydraulic type pressure gauge.
The pile foundation autobalanced detection method that load-compensating is carried out using the system, using sustained loading at a slow speed and assists load
The mode of compensation, comprising steps of
Step 1, the annular load box is installed, the annular load box is subjected to welding company by calculating position and steel reinforcement cage
It connecing, concrete operations are as follows: upper section steel reinforcement cage is sling and is welded with the annular load box upper plate by crane, all main reinforcement weld all arounds, and
Ensure when steel reinforcement cage and the annular load box lift by crane without departing to guarantee steel reinforcement cage and the load box in same level
On line, then spot welding loudspeaker muscle, loudspeaker muscle upper end and main reinforcement, lower end and the spot welding of inner circle edge, the annular load box of guarantee are horizontal
Then annular load box lower plate is connect by degree less than 0.5% with lower section steel reinforcement cage, weld lower loudspeaker muscle；
Step 2, it is poured pile, after pore-forming, will be arrived in drilling under the steel reinforcement cage for installing the annular load box with crane,
Then carry out filling concrete construction, when pay close attention to concrete, when concrete close to it is described annular load box when, pull out conduit speed
Slow down, when the annular load upper box part concrete height is greater than 2.5m, conduit bottom can pull out load box, pouring concrete
To design stake top, the annular load lower box part concrete slump is greater than 200mm, so that concrete is in the annular load box
Place turns over；
Step 3, field experiment is carried out, comprising:
Step 31, it loads and unloads and be classified, test pile loads every time divides 9 grades, and 5 grades of progress of unloading point load and unload first
Grade is set as the 20% of default loading capacity；
Step 32, the data observation after carrying out carry out load-compensating, comprising:
(1) displacement observation, every 15 minutes, each survey read 1 displacement deformation in the 1st hour after every grade of load, later every
It reads once and automatically processes within 30 minutes and draw out Q-S, S-lgt, S-lgQ curve；
(2) stability criterion, the deflection of every grade of load are no more than 0.1mm in last 30 minutes and are determined as stable state；
(3) load is terminated, the condition for terminating load includes that total displacement is more than or equal to 40mm, this grade of load applies
Stable state is still not up to after 24 hours, load terminates；Or ancestor's deflection is less than 40mm, but load has reached the load limit or position
Shifting has been more than the stroke of the annular load box, and load terminates.
Step 4, data analysis is carried out, comprising:
Step 41, load-displacement Q-s curve is drawn, displacement versus time logarithm s-lgt curve and other needs assist dividing
Analyse curve；
Step 42, bearing capacity is determined, comprising: set upper section pile ultimate bearing capacity as Q1, lower section pile ultimate bearing capacity Q2 is pressed
It is determined according to following five step, comprising: (1) determined according to displacement with the feature of loads change: for abrupt change, i.e., dropping or skyrocket suddenly
Type Q-S curve takes it that the corresponding payload values of the starting point of obvious abrupt change occur；(2) feature changed over time according to displacement is true
Take s-lgt curve tail the previous stage payload values of significant change occur surely, i.e., lower section stake take s-lgt curve tail occur obviously to
Under curved previous stage payload values, upper section stake takes s-lgt curve tail the previous stage payload values that are obviously bent upwards occur；(3)
When occurring terminating the second situation of loading environment, previous stage payload values are taken；(4) for slow change type Q-s curve according to displacement
It determines, takes the corresponding payload values of s=40mm, when whole stake is long is greater than 40m, considers pile body Elastic penetration, diameter is greater than
Or when being equal to 800mm, the corresponding payload values of s=0.05D are taken, D indicates stake end diameter；(5) according in (1)-(4) judgement above,
When the ultimate bearing capacity of lower section stake does not reach capacity, taking maximum Test Loading Value for Loading is ultimate bearing force value；
Step 43, vertical allowable load capacity of single pile is determined, comprising: set single pile vertical resistance pressure bearing capacity as Q, then Q
=[(Q2-G)/r]+Q1, wherein G is single pile gravity, and r is the constant determined according to pile foundation material.
It is the Experiment Result of the present embodiment referring to the following table 1:
1 Experiment Result of table
Table 2 is that test pile loads hierarchical table.
The load classification of 2 test pile of table
Tab.2 Loading grading of test pile
Table 3 is each soil layer frictional resistance list of test pile.
Each soil layer frictional resistance of 3 test pile of table
Tab.3 Soil friction resistance of test pile
Table 4 is No. N40-2 load axle power of test pile (the 1st test)
No. N40-2 load axle power of 4 test pile of table (the 1st test)
Tab.4 Test pile N40-2 loading axial force(first test) kN
Table 5 is test pile N40-2 stratified soil frictional resistance (the 1st test)
5 test pile N40-2 stratified soil thickness resistance of table (the 1st test)
Tab.5 N40-2 layered pile frictional resistance(first test) kPa
Table 6 is test pile N40-2 pile side friction _ shifts list.
6 test pile N40-2 pile side friction of table _ displacement
Tab.6 Side friction displacement of test pile N40-2
Using the vertical bearing capacity of system and method detection reperfusion pile single pile, by load box before concreting
It is embedded at pile body equalization point together with steel reinforcement cage (near pile body position or stake end), the forcing pipe and required its of case will be loaded
Its test device guides to ground from pile body, then pile after concrete perfusion, later from a pressure oil pump on ground to load
Case applies pressure, so that generating loading force inside pile body, carries out load-compensating by load-compensating device at this time, simulation is true
The vertical carrying of foundation pile is calculated by the calculating and analysis to the relationship between loading force and these parameters in pile foundation stress
Power, and the volume of data such as side resistance coefficient, the collateral resistance of stake, end bearing capacity of pile that can obtain every layer of soil layer, provide for design
Design considerations, and the inspection of engineering pile bearing capacity can also be carried out.Major diameter suitable for newly-built, renovating and enlarging engineering is mixed
The vertical bearing capacity detection of solidifying soil bored concrete pile, be particularly suitable for the test pile waterborne that traditional static load test pile is difficult to realize, hillside fields test pile,
Foundation pit bottom test pile, narrow place test pile, extra high load bearing capacity test pile.
Although the present invention is described by reference to specific illustrative embodiments, these embodiments are not will receive
Restriction and only limited by accessory claim.It should be understood by those skilled in the art that can be without departing from of the invention
Change and modification are able to carry out to the embodiment of the present invention in the case where protection scope and spirit.
Claims (10)
1. a kind of pile foundation autobalanced detection system of load-compensating, characterized by comprising:
Datum line beam；
Oil pipe is arranged on the inbuilt side wall of datum line beam, and oil pipe is high-pressure oil pipe；
Displacement bar is arranged with the oil pipe parallel vertical；
Annular load box is embedded in stake in advance, the oil pipe of the displacement bar and the load box is extended to ground, pile foundation
Pile body bear the power transmitted by the load box, the pile body top of the pile foundation and the frictional resistance of lower part and institute
The end resistance for stating pile foundation maintains to load by self balancing device, and is kept and the load by load-compensating component
Mutually balance；
Loading system is connect with the load box, and for loading with the self balancing device, loading system includes high-pressure oil pump；
Displacement sensor is electrically connected with datum line beam；
Data collection system is connect with institute displacement sensors.
2. a kind of pile foundation autobalanced detection system of load-compensating according to claim 1, it is characterised in that the load
Compensation component includes: on the annular load lower box or for large diameter pile annular load cabinet top
The conical flow guiding body of installation plays smoothly guiding function to fluid when concrete is by the annular load box level, from
And the load load of self-balancing is compensated.
3. a kind of pile foundation autobalanced detection system of load-compensating according to claim 1, it is characterised in that further include shield
Pipe, the pillar are coated on the outside of the displacement bar.
4. a kind of pile foundation autobalanced detection system of load-compensating according to claim 1, it is characterised in that further include stake
Body axial stress test device is answered including the strain gauge connecting with the load box and by what sensing line was connect with strain gauge
Become instrument, the strain is calculated as reinforcing steel strain gauge, and the deformeter is hydraulic type pressure gauge.
5. a kind of pile foundation autobalanced detection method using -4 any load-compensatings according to claim 1, it is characterised in that use
Sustained loading and the mode of load-compensating is assisted at a slow speed, comprising steps of
Step 1, the annular load box is installed, the annular load box is welded to connect by calculating position and steel reinforcement cage,
Concrete operations are as follows: upper section steel reinforcement cage is sling and welded with the annular load box upper plate by crane, all main reinforcement weld all arounds, and ensures
Without departing to guarantee steel reinforcement cage and the load box in same horizontal line when steel reinforcement cage and the annular load box lift by crane
On, then spot welding loudspeaker muscle, loudspeaker muscle upper end and main reinforcement, lower end and the spot welding of inner circle edge guarantee annular load box levelness
Less than 0.5%, then annular load box lower plate is connect with lower section steel reinforcement cage, welds lower loudspeaker muscle；
Step 2, it is poured pile, after pore-forming, will be arrived in drilling under the steel reinforcement cage for installing the annular load box with crane, then
Carry out filling concrete construction, when pay close attention to concrete, when concrete close to it is described annular load box when, pull out conduit speed and put
Slowly, when the annular load upper box part concrete height is greater than 2.5m, conduit bottom can pull out load box, and pouring concrete is extremely
Stake top is designed, the annular load lower box part concrete slump is greater than 200mm, so that concrete is at the annular load box
It turns over；
Step 3, field experiment is carried out.
Step 4, data analysis is carried out.
6. according to the method described in claim 5, it is characterized in that the step 3 includes:
Step 31, it loads and unloads and be classified, test pile loads every time divides 9 grades, and 5 grades of progress of unloading point load and unload the first order and set
It is set to the 20% of default loading capacity；
Step 32, the data observation after load-compensating is carried out.
7. according to the method described in claim 6, it is characterized in that the step 32 includes:
Step 321, displacement observation, every 15 minutes, each survey read 1 displacement deformation in the 1st hour after every grade of load, later every
It read once and automatically processed every 30 minutes and draw out Q-S, S-lgt, S-lgQ curve；
Step 322, stability criterion, the deflection of every grade of load are no more than 0.1mm in last 30 minutes and are judged to stablizing shape
State；
Step 323, load is terminated, the condition for terminating load includes that total displacement is more than or equal to 40mm, this grade of load is applied
Stable state is still not up to after adding 24 hours, load terminates；Or ancestor's deflection be less than 40mm, but load reached load the limit or
Displacement has been more than the stroke of the annular load box, and load terminates.
8. according to the method described in claim 6, it is characterized in that the step 4 includes:
Step 41, draw load-displacement Q-s curve, displacement versus time logarithm s-lgt curve and other need assistant analysis bent
Line；
Step 42, bearing capacity is determined；
Step 43, vertical allowable load capacity of single pile is determined.
9. according to the method described in claim 8, it is characterized in that the step 42 include: set upper section pile ultimate bearing capacity as
Q1, lower section pile ultimate bearing capacity Q2 are determined according to following five step, comprising: (1) true with the feature of loads change according to being displaced
It is fixed: for abrupt change, i.e., to drop suddenly or the type Q-S curve that skyrockets, take it that the corresponding payload values of the starting point of obvious abrupt change occur；(2) root
The feature changed over time according to displacement determines the previous stage payload values for taking s-lgt curve tail significant change occur, i.e. lower section stake
Take s-lgt curve tail obvious reclinate previous stage payload values occur, upper section stake take s-lgt curve tail occur obviously to
Upper curved previous stage payload values；(3) when occurring terminating the second situation of loading environment, previous stage payload values are taken；(4) for
Slow change type Q-s curve is determined according to displacement, takes the corresponding payload values of s=40mm, when whole stake is long is greater than 40m, considers stake
Body Elastic penetration when being greater than or equal to 800mm to diameter, takes the corresponding payload values of s=0.05D, and D indicates stake end diameter；(5)
When not reaching capacity according to the ultimate bearing capacity of the upper and lower section stake of (1)-(4) above judgement, taking maximum Test Loading Value for Loading is the limit
Bearing capacity value.
10. according to the method described in claim 8, it is characterized in that the step 43 includes: setting single pile vertical resistance pressure carrying
Power is Q, then Q=[(Q2-G)/r]+Q1, and wherein G is single pile gravity, and r is the constant determined according to pile foundation material.
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| CN111576499A (en) * | 2020-05-12 | 2020-08-25 | 武汉至科检测技术有限公司 | Self-balancing static load test operation method for building foundation pile |
| CN111962573A (en) * | 2020-09-01 | 2020-11-20 | 兰州理工大学 | Recoverable self-balancing method pile foundation bearing capacity detection device and construction method |
| CN112195983A (en) * | 2020-09-24 | 2021-01-08 | 三峡大学 | Device and method for self-balancing measurement of resistance of multiple pile sides and pile ends of expansion pile |
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