CN106284438A - A kind of simultaneous determination grout pile top and the test method of pile end displacement - Google Patents
A kind of simultaneous determination grout pile top and the test method of pile end displacement Download PDFInfo
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- CN106284438A CN106284438A CN201610652574.6A CN201610652574A CN106284438A CN 106284438 A CN106284438 A CN 106284438A CN 201610652574 A CN201610652574 A CN 201610652574A CN 106284438 A CN106284438 A CN 106284438A
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- pile
- secondary beam
- steel pipe
- girder
- boring
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- 238000006073 displacement reaction Methods 0.000 title claims abstract description 66
- 239000011440 grout Substances 0.000 title claims abstract description 18
- 238000010998 test method Methods 0.000 title claims abstract description 9
- 239000000835 fiber Substances 0.000 claims abstract description 37
- 238000012360 testing method Methods 0.000 claims abstract description 32
- 238000000034 method Methods 0.000 claims abstract description 10
- 238000003556 assay Methods 0.000 claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 88
- 239000010959 steel Substances 0.000 claims description 88
- 230000002787 reinforcement Effects 0.000 claims description 14
- 238000004873 anchoring Methods 0.000 claims description 12
- 238000003825 pressing Methods 0.000 claims description 10
- 239000010687 lubricating oil Substances 0.000 claims description 6
- 239000003795 chemical substances by application Substances 0.000 claims description 5
- 238000010276 construction Methods 0.000 claims description 5
- 238000003466 welding Methods 0.000 claims description 4
- 230000002146 bilateral effect Effects 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 239000003921 oil Substances 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 238000003892 spreading Methods 0.000 claims description 2
- 238000010521 absorption reaction Methods 0.000 claims 1
- 238000005266 casting Methods 0.000 claims 1
- 239000013307 optical fiber Substances 0.000 claims 1
- 238000011065 in-situ storage Methods 0.000 abstract description 2
- 239000002689 soil Substances 0.000 description 4
- 230000003068 static effect Effects 0.000 description 4
- 238000013461 design Methods 0.000 description 2
- 230000005611 electricity Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Abstract
The invention belongs to civil engineering in-situ test technical field, relate to a kind of simultaneous determination grout pile top and the test method of pile end displacement, first assemble simultaneous determination grout pile top and the assay device of pile end displacement, again hydraulic jack is demarcated, it is ensured that the accuracy of the every grade of amount of being further applied load in process of the test；In use, ensure that assembling simultaneous determination grout pile top contacts with each member in tight of the assay device of pile end displacement, the external fiber Bragg grating (FBG) demodulator of fiber grating displacement sensor, its change wavelength is measured during test, divided by fiber grating displacement sensor model parameter, the wavelength variable quantity drawn can be shown pile end displacement, and dial gauge changing value is then displacement at pile top；Its method is simple, easy to operate, and measuring accuracy is high, and low cost is workable, show that numerical result is directly, accurately.
Description
Technical field:
The invention belongs to civil engineering in-situ test technical field, relate to a kind of simultaneous determination grout pile top and stake end position
The test method moved, compensate for the deficiency of other dependence test instruments at present, can more accurately, more easily draw mensuration bored concrete pile
Stake top and pile end displacement, provide foundation for experimental study.
Background technology:
Pile foundation is high on soft foundation, weight building, bridge, harbour, the isostructural the most frequently used basis of ocean platform
Form.Along with increase and the expansion of construction scope of buildings or structures height, building is to the requirement of foundation bearing capacity increasingly
Height, causes that stake is long to be also continuously increased.Bored concrete pile is by means such as machine drilling, steel pipe soil compactions or manpower excavation at engineering site
The stake formed through steel reinforcement cage placement, concreting in foundation soil.Its relatively prefabricated pile saves steel and cost, and suitableeer
Answer the geological conditions that bedrock relief change is violent, have some superiority.At present, static load test is bearer properties and the change of research stake
The best method of shape character, and general when carrying out the static load test of stake, and we only measure displacement at pile top, determine that its limit is held
Load power.When displacement at pile top is bigger, but cannot determine pile body elastic and plastic properties decrement, it is determined that pile tip settlement change and supporting course, heavy
Slag situation, and then the load-carrying properties of stake can not be made accurately explanation.Therefore, a kind of simultaneous determination grout pile top and stake are sought
The assay device of end movement, installs sedimentation test device at the bottom of stake, in static load test by placing the stage at filling pile cage of reinforcement
The measurement of Shi Zengjia pile bottom settlements, such that it is able to calculate the elastic and plastic properties decrement in pile body load-bearing stage, analyzes pile head settlement former
Cause, it is determined that pile concrete destroys situation, determines sediment of the hole bottom and supporting course situation, infers that utmost tip resistance and bottom bearing exist
The effect played on pile bearing capacity, and then provide foundation for construction and the structure design of project, and due to pile tip settlement relatively
Little, measure time error with common dial gauge relatively big, use that measuring accuracy is higher, the preferable fiber grating displacement sensor of stability instead
Corresponding displacement size can be tested out more accurately, can be that the research of test provides help.
Summary of the invention:
Present invention aim to overcome that the shortcoming that prior art exists, seek to design a kind of simultaneous determination grout pile top and
The test method of pile end displacement, the stake top of bored concrete pile and pile end displacement during for directly determining static load test, to bored concrete pile
Study of loading is significant.
To achieve these goals, the present invention is real in the assay device of simultaneous determination grout pile top and pile end displacement
Existing, the detailed process measuring grout pile top and pile end displacement is:
(1) before transferring steel reinforcement cage in advance by the back cover steel pipe colligation of diameter 12mm on steel reinforcement cage, it is ensured that it is stable；
(2) steel pipe is sealed temporarily protection, in order to avoid in concrete falls into steel pipe during filling pile construction, pouring coagulation
Soil, is placed on boring billet on test pile after treating maintenance, and boring billet bottom fine sand is leveled up, after laying,
Ensure that the first back cover steel pipe of a diameter of 12mm exceeds boring billet end face 3-6cm；
(3) the second plugged steel tube-surface at a diameter of 6mm puts it in the first back cover steel pipe after spreading lubricating oil,
Guarantee that it exceeds the first back cover steel pipe end face 5-7cm and can be slidably；
(4) hydraulic jack is placed on boring billet, it is ensured that it is at boring billet center；
(5) fix pile cover in anchoring pile lacing wire upper end, lay secondary beam in the center of two pile covers, it is ensured that it is each side
To symmetry；
(6) lay secondary beam depression bar in secondary beam upper end, and be fixed on pile cover with secondary beam pull-rod nut, secondary beam pull bar；
On hydraulic jack central axis, girder is placed on secondary beam again, it is ensured that the distance stretching out secondary beam around is equal；Then
Girder is rectified secondary beam center is laid girder pressing plate, and be fixed in secondary beam with girder pull-rod nut, girder pull bar
Bottom；
(7) fiber grating displacement sensor being vertically placed on second and bind on steel pipe, fiber grating displacement sensor leads to
Cross the special gauge stand of fiber grating displacement sensor to be fixed on datum line beam；And dial gauge is vertically placed on boring billet,
And be fixed on datum line beam by dial gauge Magnetic gauge stand；
(8) hydraulic jack is demarcated, it is ensured that the accuracy of the every grade of amount of being further applied load in process of the test；Using
Time, it is ensured that each member in tight contacts, the external fiber Bragg grating (FBG) demodulator of fiber grating displacement sensor, measures its change ripple during test
Long, the wavelength variable quantity drawn can be drawn pile end displacement divided by fiber grating displacement sensor model parameter, dial gauge becomes
Change value is then displacement at pile top.
The agent structure of the assay device of simultaneous determination grout pile top of the present invention and pile end displacement includes girder, master
Beam pull-rod nut, girder pressing plate, pile cover, secondary beam pull-rod nut, girder pull bar, secondary beam pull bar, anchoring pile lacing wire, secondary beam, cushion block, oil
Pressure jack, the special gauge stand of fiber grating displacement sensor, fiber grating displacement sensor, dial gauge, dial gauge Magnetic gauge stand,
First back cover steel pipe, second bind steel pipe, steel reinforcement cage, secondary beam depression bar, datum line beam and boring billet；The top of test pile is placed
Have boring billet, the bilateral type of test pile be placed with colligation on steel reinforcement cage, the first of a diameter of 12mm bind steel pipe,
First bind steel pipe through boring billet and exceed boring billet end face 3-6cm；The second of a diameter of 6mm is bound steel pipe
Sleeve type is arranged on first and binds the inside of steel pipe exceed first and bind steel pipe end face 5-7cm, the second appearance binding steel pipe
Topcoating has lubricating oil so that it is binding steel duct first can be slidably；The both sides on test pile top are placed with benchmark respectively
Beam, the special gauge stand of fiber grating displacement sensor is made up of with boring Bolted angle connection Magnetic gauge stand, fiber grating displacement sensor
The Magnetic gauge stand of special gauge stand adsorbs on datum line beam；Bind fastener for connection in fiber grating displacement sensor lower end and second, and
It is screwed on the boring angle steel of the special gauge stand of fiber grating displacement sensor, it is ensured that it is stable, vertically and not with examination
Test and carry out occurred level and rock；Dial gauge is vertically placed on boring billet and is fixed on benchmark by dial gauge Magnetic gauge stand
Liang Shang；It is placed with hydraulic jack at the top center of boring billet, at the bottom centre of girder, is equipped with cushion block, girder
By cushion block and oil jack top contact；All being placed with secondary beam bottom the two ends of girder, secondary beam and hydraulic jack are in same
On axis；Upper the rectifying of girder is provided with girder pressing plate to secondary beam center, and girder pressing plate passes through girder pull-rod nut and girder
Pull bar is fixed on the bottom of secondary beam；Secondary beam depression bar is laid on the top of secondary beam, and secondary beam depression bar passes through secondary beam pull-rod nut and secondary beam
Pull bar is fixed on the pile cover of secondary beam bottom, and pile cover is fixedly mounted on the anchoring pile lacing wire upper end being connected with anchoring pile, two pile covers
Center is placed with secondary beam.
First back cover steel pipe of the present invention is to form at the steel plate washer that electric welding weld diameter in bottom is 12mm of steel pipe；
Second steel pipe that binds is to be that the steel plate washer of 10mm forms in steel pipe top electricity consumption weldering weld diameter.
The present invention is compared with existing method of testing, and its method is simple, easy to operate, and measuring accuracy is high, and low cost is operable
Property strong, show that numerical result is directly, accurately.
Accompanying drawing illustrates:
Fig. 1 is the agent structure principle schematic of the present invention.
Fig. 2 is the agent structure top view of the present invention.
Fig. 3 is the displacement tester structural principle schematic diagram of the present invention.
Detailed description of the invention:
Below by embodiment and combine accompanying drawing the present invention will be further described.
Embodiment:
The present embodiment measures the detailed process of grout pile top and pile end displacement:
(1) before transferring steel reinforcement cage 18 in advance by back cover steel pipe 16 colligation of diameter 12mm on steel reinforcement cage 18, it is ensured that its
Stable；
(2) steel pipe 16 is sealed protection temporarily, in order to avoid in concrete falls into steel pipe 16 during filling pile construction, pouring mixed
Solidifying soil, is placed on boring billet 21 on test pile after treating maintenance, and boring billet 21 bottom fine sand is leveled up, and has laid
Bi Hou, it is ensured that the first back cover steel pipe 16 of a diameter of 12mm exceeds boring billet 21 end face 3-6cm；
(3) second at a diameter of 6mm is bound after lubricating oil is spread on steel pipe 17 surface and puts it into the first back cover steel pipe
In 16, it is ensured that it exceeds the first back cover steel pipe 16 end face 5-7cm and can be slidably；
(4) hydraulic jack 11 is placed on boring billet 21, it is ensured that it is at boring billet 21 center；
(5) fix pile cover 4 in anchoring pile lacing wire 8 upper end, lay secondary beam 9 in the center of two pile covers 4, it is ensured that it is respectively
Individual direction is symmetrical；
(6) lay secondary beam depression bar 19 in secondary beam 9 upper end, and be fixed in stake with secondary beam pull-rod nut 5, secondary beam pull bar 7
On cap 4；On hydraulic jack 11 central axis, girder 1 is placed on secondary beam 9 again, it is ensured that stretch out the distance of secondary beam around
Equal；Then rectify on girder 1 and secondary beam 9 center laid girder pressing plate 3, and with girder pull-rod nut 2, girder pull bar 6
It is fixed in the bottom of secondary beam 9；
(7) fiber grating displacement sensor 13 is vertically placed on second and binds on steel pipe 17, Fiber Bragg Grating Displacement Sensor
Device 13 is fixed on datum line beam 20 by the special gauge stand of fiber grating displacement sensor 12；And dial gauge 14 is vertically placed on brill
On hole billet 21, and it is fixed on datum line beam 20 by dial gauge Magnetic gauge stand 15；
(8) hydraulic jack 11 is demarcated, it is ensured that the accuracy of the every grade of amount of being further applied load in process of the test；Using
Time, it is ensured that each member in tight contacts, the external fiber Bragg grating (FBG) demodulator of fiber grating displacement sensor 13, measures its change during test
Wavelength, can draw pile end displacement, percentage by the wavelength variable quantity drawn divided by fiber grating displacement sensor 13 model parameter
Table 14 changing value is then displacement at pile top.
Described in the present embodiment, the agent structure of the assay device of simultaneous determination grout pile top and pile end displacement includes girder
1, girder pull-rod nut 2, girder pressing plate 3, pile cover 4, secondary beam pull-rod nut 5, girder pull bar 6, secondary beam pull bar 7, anchoring pile lacing wire 8,
Secondary beam 9, cushion block 10, hydraulic jack 11, the special gauge stand of fiber grating displacement sensor 12, fiber grating displacement sensor 13,
Dial gauge 14, dial gauge Magnetic gauge stand the 15, first back cover steel pipe 16, second bind steel pipe 17, steel reinforcement cage 18, secondary beam depression bar 19,
Datum line beam 20 and boring billet 21；The top of test pile is placed with boring billet 21, and the bilateral type of test pile is placed
Having colligation on steel reinforcement cage 18, the first of a diameter of 12mm bind steel pipe 16, first binds steel pipe 16 through boring billet 21
And exceed the end face 3-6cm of boring billet 21；The second of a diameter of 6mm steel pipe 17 sleeve type that binds is arranged on the first plugged steel
The inside of pipe 16 also exceeds first and binds steel pipe 16 end face 5-7cm, and the second outer surface binding steel pipe 17 scribbles lubricating oil so that it is
Binding first can be slidably inside steel pipe 16；The both sides on test pile top are placed with datum line beam 20, fiber grating position respectively
The special gauge stand of displacement sensor 12 is made up of with boring Bolted angle connection Magnetic gauge stand, the special gauge stand of fiber grating displacement sensor 12
Magnetic gauge stand adsorbs on datum line beam 20；The fiber grating displacement sensor 13 lower end steel pipe 17 that binds with second is connected, and passes through
Screw is fixed on the boring angle steel of the special gauge stand of fiber grating displacement sensor 12, it is ensured that it is stable, vertically and not with test
Carry out occurred level to rock；Dial gauge 14 is vertically placed on boring billet 21 and is fixed on by dial gauge Magnetic gauge stand 15
On datum line beam 20；Being placed with hydraulic jack 11 at the top center of boring billet 21, the bottom centre of girder 1 disposes
Cushion block 10, girder 1 is had to be contacted with hydraulic jack 11 by cushion block 10；Secondary beam 9, secondary beam 9 all it is placed with bottom the two ends of girder 1
With at hydraulic jack 11 on the same axis；Upper the rectifying of girder 1 is provided with girder pressing plate 3, girder pressure to secondary beam 9 center
Plate 3 is fixed on the bottom of secondary beam 9 by girder pull-rod nut 2 and girder pull bar 6；Secondary beam depression bar 19 is laid on the top of secondary beam 9,
Secondary beam depression bar 19 is fixed on the pile cover 4 of secondary beam 9 bottom by secondary beam pull-rod nut 5 and secondary beam pull bar 7, and pile cover 4 fixedly mounts
In anchoring pile lacing wire 8 upper end being connected with anchoring pile, the center of two pile covers 4 is placed with secondary beam 9.
First back cover steel pipe 16 described in the present embodiment is to be the steel plate washer of 12mm in the bottom electric welding weld diameter of steel pipe
Form；Second steel pipe 17 that binds is to be that the steel plate washer of 10mm forms in steel pipe top electricity consumption weldering weld diameter.
Claims (3)
1. a simultaneous determination grout pile top and the test method of pile end displacement, it is characterised in that at simultaneous determination grout pile
Realizing in the assay device of top and pile end displacement, detailed process is:
(1) before transferring steel reinforcement cage in advance by the back cover steel pipe colligation of diameter 12mm on steel reinforcement cage, it is ensured that it is stable；
(2) steel pipe is sealed temporarily protection, in case in during filling pile construction, concrete falls into steel pipe, casting concrete, treat
Being placed on test pile by boring billet after maintenance, boring billet bottom fine sand is leveled up, after laying, it is ensured that straight
Footpath is that the first back cover steel pipe of 12mm exceeds boring billet end face 3-6cm；
(3) the second plugged steel tube-surface at a diameter of 6mm puts it in the first back cover steel pipe after spreading lubricating oil, it is ensured that
It exceeds the first back cover steel pipe end face 5-7cm and can be slidably；
(4) hydraulic jack is placed on boring billet, it is ensured that it is at boring billet center；
(5) fix pile cover in anchoring pile lacing wire upper end, lay secondary beam in the center of two pile covers, it is ensured that it is in all directions pair
Claim；
(6) lay secondary beam depression bar in secondary beam upper end, and be fixed on pile cover with secondary beam pull-rod nut, secondary beam pull bar；Exist again
On hydraulic jack central axis, girder is placed on secondary beam, it is ensured that the distance stretching out secondary beam around is equal；Then leading
Rectify on beam and secondary beam center is laid girder pressing plate, and be fixed in the end of secondary beam with girder pull-rod nut, girder pull bar
End；
(7) fiber grating displacement sensor being vertically placed on second and bind on steel pipe, fiber grating displacement sensor passes through light
The fine special gauge stand of grating displacement sensor is fixed on datum line beam；And dial gauge is vertically placed on boring billet, and lead to
Cross dial gauge Magnetic gauge stand to be fixed on datum line beam；
(8) hydraulic jack is demarcated, it is ensured that the accuracy of the every grade of amount of being further applied load in process of the test；In use, protect
Demonstrate,prove the contact of each member in tight, the external fiber Bragg grating (FBG) demodulator of fiber grating displacement sensor, during test, measure its change wavelength, will
The wavelength variable quantity drawn can draw pile end displacement divided by fiber grating displacement sensor model parameter, and dial gauge changing value is then
For displacement at pile top.
Simultaneous determination grout pile top and the test method of pile end displacement the most according to claim 1, it is characterised in that described
The agent structure of the assay device of simultaneous determination grout pile top and pile end displacement includes girder, girder pull-rod nut, girder pressure
Plate, pile cover, secondary beam pull-rod nut, girder pull bar, secondary beam pull bar, anchoring pile lacing wire, secondary beam, cushion block, hydraulic jack, fiber grating
The special gauge stand of displacement transducer, fiber grating displacement sensor, dial gauge, dial gauge Magnetic gauge stand, the first back cover steel pipe, second
Bind steel pipe, steel reinforcement cage, secondary beam depression bar, datum line beam and boring billet；The top of test pile is placed with boring billet, test
The bilateral type of stake be placed with colligation on steel reinforcement cage, the first of a diameter of 12mm bind steel pipe, first steel pipe that binds passes
Boring billet and exceed boring billet end face 3-6cm；The second plugged steel pipe sleeve type of a diameter of 6mm is arranged on first
Binding the inside of steel pipe exceed first and bind steel pipe end face 5-7cm, the second outer surface binding steel pipe scribbles lubricating oil so that it is
Bind steel duct first can be slidably；The both sides on test pile top are placed with datum line beam respectively, and fiber grating displacement passes
The special gauge stand of sensor is made up of with boring Bolted angle connection Magnetic gauge stand, the Magnetic gauge stand of the special gauge stand of fiber grating displacement sensor
Absorption is on datum line beam；Bind fastener for connection in fiber grating displacement sensor lower end and second, and is screwed in optical fiber
On the boring angle steel of the special gauge stand of grating displacement sensor, it is ensured that it is stable, vertically and do not carry out occurred level with test rocks；
Dial gauge is vertically placed on boring billet and is fixed on datum line beam by dial gauge Magnetic gauge stand；The top of boring billet
Portion's center position is placed with hydraulic jack, is equipped with cushion block at the bottom centre of girder, and girder passes through cushion block and oil jack
Top contact；All it is placed with secondary beam, bottom the two ends of girder at secondary beam and hydraulic jack on the same axis；The upper of girder is rectified
Secondary beam center is provided with girder pressing plate, and girder pressing plate is fixed on the end of secondary beam by girder pull-rod nut and girder pull bar
End；Secondary beam depression bar is laid on the top of secondary beam, and secondary beam depression bar is fixed on secondary beam bottom by secondary beam pull-rod nut and secondary beam pull bar
Pile cover on, pile cover is fixedly mounted on the anchoring pile lacing wire upper end being connected with anchoring pile, and the center of two pile covers is placed with secondary beam.
Simultaneous determination grout pile top and the test method of pile end displacement the most according to claim 2, it is characterised in that described
First back cover steel pipe is to form at the steel plate washer that electric welding weld diameter in bottom is 12mm of steel pipe；Second steel pipe that binds is at steel
Electric welding weld diameter in pipe top is that the steel plate washer of 10mm forms.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610652574.6A CN106284438B (en) | 2016-08-11 | 2016-08-11 | A kind of test method of simultaneous determination bored concrete pile stake top and pile end displacement |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610652574.6A CN106284438B (en) | 2016-08-11 | 2016-08-11 | A kind of test method of simultaneous determination bored concrete pile stake top and pile end displacement |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106284438A true CN106284438A (en) | 2017-01-04 |
| CN106284438B CN106284438B (en) | 2019-04-02 |
Family
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610652574.6A Active CN106284438B (en) | 2016-08-11 | 2016-08-11 | A kind of test method of simultaneous determination bored concrete pile stake top and pile end displacement |
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| CN (1) | CN106284438B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109469125A (en) * | 2019-01-11 | 2019-03-15 | 深圳宏业基岩土科技股份有限公司 | A kind of the load on pile foundation experimental rig and its detection method of optical fiber grating sensing detection |
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| CN201459775U (en) * | 2009-06-22 | 2010-05-12 | 应义淼 | Pile foundation vertical dead load test device |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109469125A (en) * | 2019-01-11 | 2019-03-15 | 深圳宏业基岩土科技股份有限公司 | A kind of the load on pile foundation experimental rig and its detection method of optical fiber grating sensing detection |
| CN109469125B (en) * | 2019-01-11 | 2024-01-30 | 深圳宏业基岩土科技股份有限公司 | Pile foundation load test device for fiber bragg grating sensing detection and detection method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106284438B (en) | 2019-04-02 |
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