CN208183819U - A kind of novel club-footed pile test device for multifunctional - Google Patents
A kind of novel club-footed pile test device for multifunctional Download PDFInfo
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- CN208183819U CN208183819U CN201820642145.5U CN201820642145U CN208183819U CN 208183819 U CN208183819 U CN 208183819U CN 201820642145 U CN201820642145 U CN 201820642145U CN 208183819 U CN208183819 U CN 208183819U
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Abstract
The utility model discloses a kind of novel club-footed pile test device for multifunctional, comprising: stake holes；Steel reinforcement cage stretches in stake holes；Load box is located at the bottom of stake holes；Pressure oil pump；Slide attack testing element, the slide attack testing element stretch to the top in the stake holes and being located at load box, and the slide attack testing element includes test tube and the survey ring being installed in the test tube；Upper displacement measuring staff and bottom offset measuring staff are protruded into 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 slide attack testing element and being displaced the data information of measurement equipment acquisition.The utility model can successfully solve the test problems of other a variety of base expanding and base expanding pile bearing capacitys such as mountain area, other complex site power transmission line columns and communication tower basis.
Description
Technical field
The utility model relates to bearingtest technical field, specially a kind of novel club-footed pile bearingtest dress
It sets.
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 novel base expanding and base expanding pile bearing capacitys
Experimental rig can successfully solve other a variety of base expanding and base expandings such as mountain area, other complex site power transmission line columns and communication tower basis
The test problems of pile bearing capacity can detect vertically pulling-resistant, vertical compression bearing capacity, respectively it is not necessary that main reinforcement is truncated.
To achieve the above object, the utility model provides the following technical solutions:
A kind of novel club-footed pile test device for multifunctional, comprising:
Stake holes, the stake holes include the non-reaming part of stake holes upper section and the reaming part positioned at stake holes lower section, described
Non- reaming part and non-base expanding and base expanding part are respectively used to the upper pile body and lower pile body of formation club-footed pile after casting concrete, upper pile
Body and lower pile body are using variable cross-section as interface；
Steel reinforcement cage, the steel reinforcement cage stretch in the stake holes；
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；
Slide attack testing element, the slide attack testing element stretch in the stake holes and are located at load box
Top, the slide attack testing element includes test tube and the survey ring being installed in the test tube；
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 slide attack testing element and being displaced the data letter of measurement equipment acquisition
Breath.
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 quantity of the test tube is four.
Further, the first survey ring, the second survey ring and third are installed in the every test tube and survey ring, described first surveys
Ring is installed on variable cross-section position, and the second survey ring and third are surveyed ring and be respectively arranged in pile body and lower pile body.
Further, it is one that the first survey ring, third, which survey ring,.
Further, the second survey ring is multiple, and multiple second surveys rings are located at the installing zone being arranged in upper pile body
In domain, the lower end surface of the installation region is overlapped with variable cross-section, and the upper surface of the installation region is between the upper top surface of pile body
Two neighboring second to survey the distance between ring be 1m, surveying the distance that ring surveys ring to first positioned at the second of lower side is 1m.
Further, the survey number of rings amount in four test tubes is equal and position is corresponding.
Further, the quantity of the upper displacement measuring staff and bottom offset measuring staff is two, is uniformly distributed.
Compared with prior art, the novel club-footed pile test device for multifunctional of the utility model and method, its advantages
Be: the utility model can successfully solve mountain area, other complex site power transmission line columns and communication tower basis etc., and other are a variety of
The test problems of base expanding and base expanding pile bearing capacity 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 scheme, can be to vertically pulling-resistant, perpendicular
It is detected respectively to Compressive Bearing Capacity, it is not necessary that main reinforcement is 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 novel club-footed pile test device for multifunctional of the utility model.
In figure: 1, load box；2, upper displacement bar protection pipe；3, slide attack testing element；4, steel reinforcement cage main reinforcement；5, number
According to 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, stirrup；16, upper pile body；17, lower pile body；
18, stake week rock-soil layer；19, 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 novel club-footed pile test device for multifunctional, it is shown referring to figure 2. comprising stake holes, steel reinforcement cage, sliding are surveyed
Micro- meter testing element 3, load box 1, pressure oil pump 14, upper displacement measuring staff 7, bottom offset measuring staff 9, displacement measurement equipment 8 and number
According to acquisition equipment 5.
Wherein, the stake holes, periphery be stake week rock-soil layer 18, stake holes include non-reaming part and be located at the non-expansion
The reaming part of bore portion lower part, the non-reaming part and reaming part form club-footed pile after being respectively used to casting concrete
Upper pile body 16 and lower pile body 17, upper pile body 16 and lower pile body 17 are using variable cross-section as interface；It is provided on the outside of stake holes
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 15.The slide attack is surveyed
Examination element 3 stretches in the stake holes, and is located at the top of load box, and slide attack testing element includes test tube and is installed on
Survey ring in the test tube, test tube are four, are bundled in steel reinforcement cage main reinforcement 4, and the survey number of rings amount in each test tube is equal, and
Position is corresponding, i.e. on the same cross section of survey ring in four test tubes on corresponding position.First is equipped in the every test tube
It surveys ring, the second survey ring and third and surveys ring, the first survey ring is installed on variable cross-section position, and the second survey ring and third are surveyed ring and distinguished
Be installed in pile body 16 and lower pile body 17, it is described first survey ring, third survey ring be one, it is described second survey ring be it is multiple,
The multiple second, which surveys ring, is located in the installation region being arranged in upper pile body 16, the lower end surface of the installation region and variable cross-section weight
It closes, the upper surface to the upper top surface of pile body of the installation region, two neighboring second surveys the distance between ring as 1m, is located at most lower
It is 1m that the second of side, which surveys the distance that ring surveys ring to first, remaining position is not provided with surveying ring.
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 is electrically connected with displacement measurement equipment 8, for receiving
Rheme moves the data information that measurement equipment 8 acquires.The data information received is also sent to processing equipment by data acquisition equipment 5
Such as computer etc. carries out data analysis.It is acquired using data information of the slide attack to slide attack testing element 3.
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, upper displacement measuring staff 7 and bottom offset measuring staff 9
Quantity be two, other quantity can also be arranged to certainly, be evenly arranged.
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.Using above-mentioned novel base expanding and base expanding pile
Carry the method that power experimental rig carries out club-footed pile self-balanced static-load testing, including the following contents:
After the concrete poured in stake holes reaches age, start the bearingtest test to live pile body.
Field test test execution " architecture foundation pile self-balanced static-load testing technical regulation (JGJ/T403-2017) " is wanted
It asks.Test is using 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 read bit and move the displacement of measurement equipment and observe slide attack testing element
It reads, surveys the reading that read bit moves the displacement and observation slide attack testing element of measurement equipment at interval of 30min after 60min
Number.
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 the reading of observation slide attack testing element, next stage load can be unloaded；After being offloaded to zero, it should survey and read residual displacement amount
And the reading of observation slide attack testing element, must not hold time less than for 3h, survey read interval time be 5min,
30min respectively surveys reading once, surveys later every 30min and reads a 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
Shifting curve (with reference to " architecture foundation pile self-balanced static-load testing technical regulation (JGJ/T403-2017)).
(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)；W is the sum of self weight and the impost of the stake of load box upper section (kN), and impost should include the superfilled height of design stake top or more
The weight of degree, empty pile cutoff mud or Cast-in-situ Piles in Sand-filling, soil are self-possessed, and buoyant weight degree should be taken to calculate below level of ground water.γ is load box upper section
Pile side resistance correction factor, determined according to the type of load upper box part soil: cohesive soil, silt take 0.8, and sand takes 0.7, and rock takes
1.0, weighted average is taken when there is different soil.
The measurement method of the utility model 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 sliding
Micro-measuring technique measures the final loaded value of actual measurement of load box upper section stake.It is calculated in the following manner:
From top to bottom and from bottom to top using initial in every test tube of slide attack testing element 2 times measurements before load
Reading, to guarantee to measure corresponding readings after measuring accuracy, every grade of load are stablized, difference is each test tube institute under loads at different levels
In the strain value ε i for surveying section.
Elasticity modulus can be calculated with the changing rule of strain magnitude according to the stake bottom strain under loads at different levels, can generally be used
Linear equation with one unknown expression, such asAccording to recurrence strain curves at different levels, the strain of stake bottom can calculate differently strained amount
The lower pile body average elastic modulus of grade obtains the linear equation of Ei=f (ε i) by linear regression, when calculating axle power under loads at different levels
Using different bullet modulus value.
Pile body axial force:
Mean strain:
Average stake area:
Elasticity modulus:
F in formulaAxle power iFor the axial force (kN) at arbitrary cross-section,For the mean strain of arbitrary cross-section, EMixed iAccordingly to strain
When elasticity modulus (GPa), AMixed iFor the average pile body area (m of a certain section2), DMixed iFor the average stake diameter (m) of a certain section, a
It is respectively regression coefficient and recurrence constant with b.
The pile shaft force value F of the above position of variable cross-section is calculated by above methodAxle power(kN)。
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, for bearing type
Uplift pile 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 (8)
1. a kind of novel club-footed pile test device for multifunctional, characterized by comprising:
Stake holes, the stake holes include the non-reaming part of stake holes upper section and the reaming part positioned at stake holes lower section, the non-expansion
Bore portion and non-base expanding and base expanding part are respectively used to form the upper pile body and lower pile body of club-footed pile after casting concrete, upper pile body and
Lower pile body is using variable cross-section as interface；
Steel reinforcement cage, the steel reinforcement cage stretch in the stake holes；
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；
Slide attack testing element, the slide attack testing element stretch in the stake holes and are located at the upper of load box
Side, the slide attack testing element includes test tube and the survey ring being installed in the test tube；
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 slide attack testing element and being displaced the data information of measurement equipment acquisition.
2. club-footed pile test device for multifunctional according to claim 1, it is characterised in that: the upper displacement measuring staff and bottom
The outside for moving measuring staff is arranged with displacement bar protection pipe and bottom offset bar protection pipe respectively.
3. club-footed pile test device for multifunctional according to claim 1, it is characterised in that: the quantity of the test tube is four
It is a.
4. club-footed pile test device for multifunctional according to claim 3, it is characterised in that: be equipped with first in every test tube
It surveys ring, the second survey ring and third and surveys ring, the first survey ring is installed on variable cross-section position, and the second survey ring and third are surveyed ring and distinguished
It is installed in pile body and lower pile body.
5. club-footed pile test device for multifunctional according to claim 4, it is characterised in that: described first surveys ring, third is surveyed
Ring is one.
6. club-footed pile test device for multifunctional according to claim 4, it is characterised in that: it is described second survey ring be it is multiple,
Multiple second survey rings are located in the installation region being arranged in upper pile body, the lower end surface of the installation region and variable cross-section weight
It closes, it is 1m, position that the distance between ring is surveyed to two neighboring second between the upper top surface of pile body in the upper surface of the installation region
Surveying the distance that ring surveys ring to first in the second of lower side is 1m.
7. club-footed pile test device for multifunctional according to claim 4, it is characterised in that: the survey ring in four test tubes
Quantity is equal and position is corresponding.
8. club-footed pile test device for multifunctional according to claim 1, it is characterised in that: the upper displacement measuring staff and under
The quantity for being displaced measuring staff is two, is uniformly distributed.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108716225A (en) * | 2018-05-02 | 2018-10-30 | 广东天信电力工程检测有限公司 | A kind of novel club-footed pile test device for multifunctional and method |
| CN109469119A (en) * | 2018-12-26 | 2019-03-15 | 中交第三航务工程局有限公司 | A kind of test method of offshore wind farm steel tube pile embeded in rock |
| CN111609952A (en) * | 2020-05-28 | 2020-09-01 | 机械工业勘察设计研究院有限公司 | Calibration device and method for testing pile foundation internal force by line measurement method |
-
2018
- 2018-05-02 CN CN201820642145.5U patent/CN208183819U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108716225A (en) * | 2018-05-02 | 2018-10-30 | 广东天信电力工程检测有限公司 | A kind of novel club-footed pile test device for multifunctional and method |
| CN109469119A (en) * | 2018-12-26 | 2019-03-15 | 中交第三航务工程局有限公司 | A kind of test method of offshore wind farm steel tube pile embeded in rock |
| CN109469119B (en) * | 2018-12-26 | 2020-05-12 | 中交第三航务工程局有限公司 | Test method of offshore wind power socketed steel pipe pile |
| CN111609952A (en) * | 2020-05-28 | 2020-09-01 | 机械工业勘察设计研究院有限公司 | Calibration device and method for testing pile foundation internal force by line measurement method |
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