CN208183820U - A kind of improved club-footed pile self-balanced static-load testing device - Google Patents
A kind of improved club-footed pile self-balanced static-load testing device Download PDFInfo
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- CN208183820U CN208183820U CN201820642817.2U CN201820642817U CN208183820U CN 208183820 U CN208183820 U CN 208183820U CN 201820642817 U CN201820642817 U CN 201820642817U CN 208183820 U CN208183820 U CN 208183820U
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Abstract
The utility model discloses a kind of improved club-footed pile self-balanced static-load testing devices, comprising: stake holes；Steel reinforcement cage stretches in stake holes；Auxiliary survey reinforcing bar is located in steel reinforcement cage, and auxiliary survey reinforcing bar is in the truncation of variable cross-section position and bind reinforcing rib meter；Load box is located at the bottom of stake holes；Pressure oil pump, pressure oil pump are located at the outside of stake holes and are connected to by oil pipe with load box；Upper displacement measuring staff and bottom offset measuring staff are buried and are fixedly connected in stake holes and respectively with the upper plate of load box and lower plate；It is displaced measurement equipment, is installed on the top of displacement measuring staff and bottom offset measuring staff；Data acquisition equipment, for receiving reinforcing rib meter and being displaced the data information of measurement equipment acquisition.The utility model can successfully solve the problems, such as the testing inspection of other a variety of base expanding and base expanding pile bearing capacitys such as mountain area, other complex site iron tower of power transmission line and communication tower basis.
Description
Technical field
The utility model relates to static load test technical field, specially a kind of improved club-footed pile self-balanced static-load testing
Device.
Background technique
The static load test (such as accumulation load method, anchored pile-testing method) for the stake that China uses at this stage is that detection pile bearing capacity is the most reliable
A kind of method, both of which is to be withstood on stake top using oil jack and be further applied load, and the counter-force of jack, the former passes through anti-
Heap weight on power frame balances therewith, and counter-force is transmitted to anchoring pile by reaction frame by the latter, the resistance to plucking dynamic balance with anchoring pile.Existing for it
Main problem is: the former must solve load source, stacking and the transportation problem of the even upper kiloton of several hundred tons, and the latter must be provided with
More anchoring piles and counter-force crossbeam, not only required cost is expensive, and the time is longer, and the limitation vulnerable to tonnage and site condition, with
The bearing capacity of many large-tonnage stakes and the stake in special place (such as mountainous region, bridge pier) is caused often to cannot get accurate data, foundation pile is dived
Power cannot be played rationally, this is a great problem of pile foundation field face.
To solve above problem, American scholar Osterberg first proposed self-balancing approach method of testing the eighties, and in
The mid-80 has carried out the research of pile bearing capacity test method, is applied successfully in bridge piling bar, gradually promoted first later
To various pile-type.Self-balancing approach provides counter-force using pile-soil system itself to determine the side frictional resistance of bearing capacity of single pile and pile soil horizon
Power, end resistance are close to the test method that vertical compression (pulls out) stake actual working state.Its principle is shown referring to Fig.1, is
In pile body or stake end buried loads case 31, compression test, preloading is replaced using upper section stake self weight, upper section stake pile side friction
The anchoring pile in weight or anchored pile-testing method in method is to provide counter-force.When test, load box cavity is applied from stake top by petroleum pipeline
Pressure, case lid are open with bottom, while applying equal in magnitude, contrary power to upper section stake 30 and lower section stake 32, promote
The frictional resistance of upper section stake 30 and lower section stake 32 and the end resistance of supporting course 33 play a role, when pile-soil system destroys or meet engineering
Actual requirement when stop test.Working condition and the state of stake in actual work when self-balanced test is different, is
Close to a kind of approximation method of actual working state.
Therefore it buries in test load box to need for filling pile cage of reinforcement to be truncated, load box is respectively to upper during test
Section stake and lower section stake are loaded, although can test with injecting treatment, for anti-horizontal force and resistance to plucking stress after test
Stake remains defect or security risk after having detected.
Utility model content
For overcome the deficiencies in the prior art, the purpose of this utility model is to provide a kind of improved club-footed pile self-balancings
Static-load testing device, can successfully solving mountain area, other complex site iron tower of power transmission line and communication tower basis etc., other are more
The test problems of kind base expanding and base expanding pile bearing capacity, can detect vertically pulling-resistant, vertical compression bearing capacity respectively, be not necessarily to reinforcing bar
Cage truncation.
To achieve the above object, the utility model provides the following technical solutions:
A kind of improved club-footed pile self-balanced static-load testing device comprising:
Stake holes, the stake holes include the non-reaming part in top and the reaming part positioned at lower part, the non-reaming part
Be respectively used to form the upper pile body and lower pile body of club-footed pile after casting concrete with reaming part, upper pile body and lower pile body with
Variable cross-section is interface；
Steel reinforcement cage, the steel reinforcement cage stretch in the stake holes；
Auxiliary survey reinforcing bar, the auxiliary survey reinforcing bar are located in steel reinforcement cage, and the auxiliary survey reinforcing bar is in the truncation of variable cross-section position and bind
One reinforcing rib meter；
Reinforcing rib meter, the reinforcing rib meter are located at the variable cross-section position；
Load box, the load box are located at the bottom of stake holes, the i.e. bottom of base expanding and base expanding part；
Pressure oil pump, the pressure oil pump are located at the outside of stake holes and are connected to by oil pipe with load box；
Upper displacement measuring staff, the upper displacement measuring staff are protruded into the stake holes and are fixedly connected with the upper plate of load box；
Bottom offset measuring staff, the bottom offset measuring staff are protruded into the stake holes and are fixedly connected with the lower plate of load box；
It is displaced measurement equipment, is installed on the top of upper the displacement measuring staff and bottom offset measuring staff；
Data acquisition equipment, for receiving the reinforcing rib meter and being displaced the data information of measurement equipment acquisition.
Further, the outside of the upper displacement measuring staff and bottom offset measuring staff is arranged with displacement bar protection pipe under respectively
Displacement bar protection pipe.
Further, the auxiliary quantity for surveying reinforcing bar, upper displacement measuring staff and bottom offset measuring staff is two.
Further, the auxiliary main reinforcement equal diameter for surveying reinforcing bar and steel reinforcement cage, the auxiliary length for surveying reinforcing bar are not less than stake
2.5-3 times of body.
Compared with prior art, the improved club-footed pile self-balanced static-load testing device of the utility model and method are beneficial
Effect is: the utility model can successfully solve mountain area, other complex site power transmission line columns and communication tower basis etc. other
The test problems of a variety of base expanding and base expanding pile bearing capacitys are directed to and need to arrange place in the large-scale static load equipment of transport, lay road, expend
A large amount of manpower and material resources are unfavorable for the case where traditional foundation pile static loading test is implemented, and selection uses this method, can to vertically pulling-resistant,
Vertical compression bearing capacity is detected respectively, it is not necessary that steel reinforcement cage to be truncated.
Detailed description of the invention
Fig. 1 is the schematic diagram of existing Self-balanced Testing Method；
Fig. 2 is the structural schematic diagram of the improved club-footed pile self-balanced static-load testing device of the utility model.
In figure: 1, load box；2, upper displacement bar protection pipe；3, reinforcing rib meter；4, steel reinforcement cage main reinforcement；5, data acquisition equipment；
6, data acquire cable；7, upper displacement measuring staff；8, it is displaced measurement equipment；9, bottom offset measuring staff；10, bottom offset bar protection pipe；11,
Reference stake；12, oil pipe；13, datum line beam；14, pressure oil pump；15, auxiliary survey reinforcing bar；16, stirrup；17, upper pile body；18, lower pile body；
19, stake week rock-soil layer；20, grouting behind shaft or drift lining pipe；30, upper section stake；31, load box；32, lower section stake；33, supporting course.
Specific embodiment
In the following, being described further in conjunction with attached drawing and specific embodiment to the utility model, it should be noted that
Under the premise of not colliding, it can be formed in any combination between various embodiments described below or between each technical characteristic new
Embodiment.
A kind of improved club-footed pile self-balanced static-load testing device, referring to figure 2. shown in comprising it is stake holes, steel reinforcement cage, auxiliary
Survey reinforcing bar 15, reinforcing rib meter 3, load box 1, pressure oil pump 14, upper displacement measuring staff 7, bottom offset measuring staff 9, be displaced measurement equipment 8 and
Data acquisition equipment 5.
Wherein, the stake holes, periphery are stake week rock-soil layer 19, and stake holes includes the non-reaming part and position of stake holes upper section
In the reaming part of the stake holes lower section, the non-reaming part and reaming part form base expanding and base expanding after being respectively used to casting concrete
The upper pile body 17 and lower pile body 18 of stake, upper pile body 17 and lower pile body 18 are using variable cross-section as interface；It is set on the outside of stake holes
It is equipped with reference stake 11 and datum line beam 13.
Steel reinforcement cage stretches in the stake holes, and steel reinforcement cage includes steel reinforcement cage main reinforcement 4 and stirrup 16.Auxiliary survey reinforcing bar 15 is located at steel
In muscle cage, auxiliary survey reinforcing bar 15 and 4 equal diameter of steel reinforcement cage main reinforcement, the auxiliary length for surveying reinforcing bar 15 are not less than the 2.5-3 of stake diameter
Times, the auxiliary survey reinforcing bar 15 is cut into two parts, and respectively in one reinforcing rib meter 3 of variable cross-section position bind, the reinforcing rib meter 3 is located at
The variable cross-section position, for testing the pile shaft force value of the above position of variable cross-section, the preferably bottom of reinforcing rib meter 3 and variable cross-section exists
On same plane.
The load box 1 is located at the bottom of stake holes, the i.e. bottom of reaming part, and therefore, such device does not need pouring
Club-footed pile is cut into two parts after concrete to test, i.e. the upper section stake of load box 1 is entire club-footed pile, and lower section is not present
Stake；The pressure oil pump 14 is located at the outside of stake holes and is connected to by oil pipe 12 with load box 1；The upper displacement measuring staff 7 protrudes into
It is fixedly connected in the stake holes and with the upper plate of load box 1；The bottom offset measuring staff 9 protrudes into the stake holes and and load box
1 lower plate is fixedly connected；It is displaced measurement equipment 8, is installed on the top of upper the displacement measuring staff 7 and bottom offset measuring staff 9.
Cooperate between displacement measurement equipment 8 on the upper upper plate and upper displacement measuring staff 7 for being displaced measuring staff 7, load box 1, uses
It is displaced in the upper displacement of measurement 1 upper section stake of load box, abbreviation, the lower plate and bottom offset of bottom offset measuring staff 9, load box 1
The cooperation between displacement measurement equipment 8 on measuring staff 9, for measuring the bottom offset of 1 lower section stake of load box, simultaneously due to load box 1
There is no lower section stakes, and therefore, the bottom offset of lower section stake here in fact refers to pile bottom settlements.
Data acquisition equipment 5 acquires cable 6 by data and effectively connect with reinforcing rib meter 3 and displacement measurement equipment 8, for connecing
Receive the data information that the reinforcing rib meter 3 and displacement measurement equipment 8 acquire.The data information that data acquisition equipment 5 will also receive
It is sent to processing equipment such as computer etc. and carries out data analysis.
The outside of the upper displacement measuring staff 7 and bottom offset measuring staff 9 is arranged with displacement bar protection pipe 2 and bottom offset bar respectively
Protection pipe 10.Upper displacement bar protection pipe 2 and bottom offset bar protection pipe 10 are used to that mud and concrete is isolated, it is ensured that are above displaced measuring staff
7 and bottom offset measuring staff 9 can freely up and down move.
As a preferred embodiment, based on the considerations of cost and measurement accuracy, auxiliary survey reinforcing bar 15, upper displacement measuring staff 7 and
The quantity of bottom offset measuring staff 9 is two, is evenly arranged, and can also be arranged to other quantity certainly.
After the test, it is contemplated that stake upper and lower displacement causes load box upper and lower bottom plate to be displaced, and produces between load box upper and lower plates
Raw gap, can be by the slip casting into gap position of grouting behind shaft or drift lining pipe 20 protruded into stake holes.
The method that club-footed pile self-balanced static-load testing is carried out using above-mentioned improved club-footed pile self-balanced static-load testing device,
Including the following contents:
After the concrete poured in stake holes reaches age, start to carry out experimental test to the bearing capacity of live pile body.It is existing
Field experimental test executes the requirement of " architecture foundation pile self-balanced static-load testing technical regulation (JGJ/T 403-2017) ".Test uses
Maintained load test (ML-test) hierarchical loading at a slow speed.
(1), test Load-unload mode should meet following provisions:
1. load should be classified progress, load box load operation is realized to load box oiling through oil pipe by pressure oil pump, it should
In the process, it should be loaded using equivalent step by step, the capacity value of every grade of load is the 1/10 of load box maximum load amount, and described every grade adds
The capacity value of load is denoted as classification capacity value, wherein 2 times of the desirable classification capacity value of first order load；
2. progress should be also classified by unloading, every grade of unloading measures 2 times of classification capacity value, and equivalent unloading should be classified lotus step by step
2 times of carrying capacity；
3. when Load-unload, should make load transmitting uniformly, it is continuous, without impact, and variation of the every grade of load in maintenance process
Amplitude must not exceed ± the 10% of classification capacity value.
(2) it is met the following requirements using maintained load test (ML-test) test procedure at a slow speed:
1. displacement survey read interval time: to every grade load after displacement carry out survey reading, every grade load after 5min,
15min, 30min, 45min and 60min survey the displacement of read bit shifting measurement equipment and reinforcing rib meter is read, every after 60min
The displacement and reinforcing rib meter reading that read bit moves measurement equipment are surveyed every 30min.
2. being displaced opposite stability criterion: since the 30min after classification load applies, by the continuous 3 every 30min of 1.5h
Displacement observation value calculate, displacement increment is no more than 0.1mm per hour, and continuously occurs twice.
3. loading standard: when change in displacement rate reaches opposite stability criterion, then applying next stage load；
4. unloading standard: when unloading, every grade of load maintains 1h, surveys by 15min, 30min, 60min read displacement respectively
And after reinforcing rib meter reading, next stage load can be unloaded；After being offloaded to zero, it should survey and read residual displacement amount and reinforcing rib meter reading,
Must not hold time less than being 3h, surveying reading interval time is that 5min, 30min respectively survey reading once, surveys reading one every 30min later
Secondary residual displacement amount.
(3), there are following situations for the moment in the displacement of the stake of load box upper section or lower section stake, can terminate load.
1. the displacement increment of the stake of load box upper section or lower section stake is greater than or equal to previous stage load under certain grade of load action
When acting on 5 times of bottom offset increment, and total displacement amount is more than 40mm.
2. the displacement increment of upper section stake or lower section stake increases greater than previous stage load action bottom offset under certain grade of load action
2 times of amount, and opposite stability criterion has not yet been reached for 24 hours；
3. having reached the maximum test loading capacity of design requirement and load box upper section and lower section displacement reaching relatively stable
(convergence) standard.
4. 40mm can be loaded by shifting up total amount when load~displacement curve of upper section stake or lower section stake is slow change type
~60mm；60~80mm can be loaded onto bottom offset total amount；When end resistance not yet gives full play to, total displacement amount can be loaded onto
More than 80mm.
5. load box has reached the load limit of load box or the upper and lower section shifting of load box has been more than load box stroke, i.e.,
Load can be terminated.
Test result analysis
Detection data analysis executes specification " architecture foundation pile self-balanced static-load testing technical regulation (JGJ/T403-2017) ".
(1) processing of detection data should be met the following requirements:
1. the relation curve of load and displacement and the single pair number curve of displacement and loading times should be drawn, can also draw
Other assistant analysis curves；
(2) upper section stake limit loaded value QuuWith lower section stake limit loaded value QudDetermination should be integrated as follows:
1. determined according to displacement with the variation characteristic of load, for abrupt change type curve, it should take curve that obvious abrupt change occurs
The corresponding payload values of starting point；2. ultimate bearing capacity is determined according to the displacement feature that changes with time, should take displacement with plus
There are obvious curved previous stage payload values in the single pair number curve tail portion for carrying the time；3. when occurring the 4.3.4 articles the 1st, 2 of this regulation
When money situation, previous stage payload values are preferably taken；4. can determine that upper section stake limit loaded value take pair according to displacement to slow change type curve
Load when should be displaced as 40mm preferably considers the Elastic penetration of pile body when upper section stake is long is greater than 40m；The lower section stake limit adds
It is the corresponding payload values of 40mm that load value fetch bit, which moves, and the stake of 800mm is greater than or equal to diameter, and the desirable downward displacement of load box is
The corresponding payload values of 0.05D (D is stake end diameter)；5. being preferably respectively oriented when not can determine that by the 1st~4 section of this article, downwards
The maximum finder charge of both direction is as upper section stake limit loaded value and lower section stake limit loaded value.
(3) the suitable equivalency transform of load-displacement curve that self-balanced static-load testing measures is load-position of traditional static test
Move curve (referring to " architecture foundation pile self-balanced static-load testing technical regulation (JGJ/T 403-2017) ").
(4) single pile vertical resistance pressure (pulls out) ultimate bearing capacity, should be calculated according to the following formula:
1. vertical allowable load capacity of single pile are as follows:
Fud=Qud
Fuu=FAxle power
QuFor vertical allowable load capacity of single pile (kN), FuuFor the vertical allowable load capacity of single pile of upper section stake
(kN)；FudFor the vertical allowable load capacity of single pile (kN) of lower section stake, FAxle powerFor the pile shaft force value of the above position of variable cross-section
(kN)QudFor the final loaded value of actual measurement of load box lower section stake；W is the sum of self weight and the impost of the stake of load box upper section (kN),
Impost should include weight, empty pile cutoff mud or the Cast-in-situ Piles in Sand-filling of the superfilled height of design stake top or more, soil self weight, level of ground water with
Under should take buoyant weight degree calculate.γ is load box upper section pile side resistance correction factor, is determined according to the type of load upper box part soil: glutinous
Property soil, silt take 0.8, sand takes 0.7, and rock takes 1.0, and weighted average is taken when there is different soil.
This improved measurement method proposes the test method of the final loaded value of actual measurement of load box upper section stake, according to load
The final loaded value of actual measurement of case upper section stake is practical to be equal to axle power suffered by pile body above base expanding and base expanding stake body variable cross-section position, utilizes reinforcing bar
Meter measures the final loaded value of actual measurement of load box upper section stake.It is calculated in the following manner:
FReinforcing rib meter i=ki(fii 2-f0i) (1)
In formula: kiFor producer's calibration coefficient (kN/F) of i-th reinforcing bar flowmeter sensor；fiiFor this prison of i-th reinforcing rib meter
Measured frequency reads (Hz)；f0iFor the original frequency modulus (F of i-th reinforcing bar flowmeter sensor0=f0 2)；FReinforcing rib meter iFor reinforcing rib meter axle power
(kN)；For the average value (kN) of the axle power of n reinforcing rib meter；FAxle powerFor the pile shaft force value of the above position of variable cross-section of actual measurement
(kN)；N is the radical of concrete support reinforcing rib meter；AReinforcing barFor reinforcing rib meter sectional area (mm2)；AIt is mixedFor the sectional area of pile concrete
(mm2), EIt is mixedFor modulus of elasticity of concrete (N/mm2)；ESteelFor reinforcing bar elasticity modulus (N/mm2)。
2. vertical ultimate uplift resistance of single pile should be calculated as follows:
In formula: γ2For by the resistance to plucking frictional resistance conversion coefficient of inspection stake；Pressure-bearing type uplift pile should take 1.0, anti-for bearing type
Pile pulling should be determined according to the actual situation by the Comparability test of similar conditions and regional experience, but cannot be less than 1.1.
(5) single pile vertical resistance pressure (resistance to plucking) characteristic load bearing capacity should be by single pile vertical resistance pressure (resistance to plucking) ultimate bearing capacity
50% value.
Above embodiment is only preferred embodiments of the present invention, cannot be protected with this to limit the utility model
Range, the variation of any unsubstantiality that those skilled in the art is done on the basis of the utility model and replacement belong to
In the utility model range claimed.
Claims (4)
1. a kind of improved club-footed pile self-balanced static-load testing device, characterized by comprising:
Stake holes, the stake holes include the non-reaming part in top and the reaming part positioned at lower part, the non-reaming part and expansion
Bore portion is respectively used to the upper pile body and lower pile body of formation club-footed pile after casting concrete, and upper pile body and lower pile body are cut with becoming
Face is interface；
Steel reinforcement cage, the steel reinforcement cage stretch in the stake holes；
Auxiliary survey reinforcing bar, the auxiliary survey reinforcing bar are located in steel reinforcement cage, and the auxiliary survey reinforcing bar is in the truncation of variable cross-section position and one steel of bind
Muscle meter；
Reinforcing rib meter, the reinforcing rib meter are located at the variable cross-section position；
Load box, the load box are located at the bottom of stake holes, the i.e. bottom of base expanding and base expanding part；
Pressure oil pump, the pressure oil pump are located at the outside of stake holes and are connected to by oil pipe with load box；
Upper displacement measuring staff, the upper displacement measuring staff are protruded into the stake holes and are fixedly connected with the upper plate of load box；
Bottom offset measuring staff, the bottom offset measuring staff are protruded into the stake holes and are fixedly connected with the lower plate of load box；
It is displaced measurement equipment, is installed on the top of upper the displacement measuring staff and bottom offset measuring staff；
Data acquisition equipment, for receiving the reinforcing rib meter and being displaced the data information of measurement equipment acquisition.
2. club-footed pile self-balanced static-load testing device according to claim 1, it is characterised in that: the upper displacement measuring staff and
The outside of bottom offset measuring staff is arranged with displacement bar protection pipe and bottom offset bar protection pipe respectively.
3. club-footed pile self-balanced static-load testing device according to claim 1, it is characterised in that: the auxiliary survey reinforcing bar, on
The quantity for being displaced measuring staff and bottom offset measuring staff is two.
4. club-footed pile self-balanced static-load testing device according to claim 1, it is characterised in that: the auxiliary survey reinforcing bar and steel
The main reinforcement equal diameter of muscle cage, the auxiliary length for surveying reinforcing bar are not less than 2.5-3 times of pile body.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108716226A (en) * | 2018-05-02 | 2018-10-30 | 广东天信电力工程检测有限公司 | A kind of improved club-footed pile self-balanced static-load testing device and method |
| CN111560998A (en) * | 2020-06-18 | 2020-08-21 | 杭州大地工程测试技术有限公司 | Equipment for pile foundation self-balancing detection and detection method using equipment |
-
2018
- 2018-05-02 CN CN201820642817.2U patent/CN208183820U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108716226A (en) * | 2018-05-02 | 2018-10-30 | 广东天信电力工程检测有限公司 | A kind of improved club-footed pile self-balanced static-load testing device and method |
| CN111560998A (en) * | 2020-06-18 | 2020-08-21 | 杭州大地工程测试技术有限公司 | Equipment for pile foundation self-balancing detection and detection method using equipment |
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