CN109610444A - A kind of hanging stake and its construction method, shaft resistance force test method - Google Patents
A kind of hanging stake and its construction method, shaft resistance force test method Download PDFInfo
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- CN109610444A CN109610444A CN201910009032.0A CN201910009032A CN109610444A CN 109610444 A CN109610444 A CN 109610444A CN 201910009032 A CN201910009032 A CN 201910009032A CN 109610444 A CN109610444 A CN 109610444A
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- 238000010276 construction Methods 0.000 title claims abstract description 13
- 238000010998 test method Methods 0.000 title abstract description 9
- 238000012360 testing method Methods 0.000 claims abstract description 87
- 238000006073 displacement reaction Methods 0.000 claims abstract description 76
- 238000006243 chemical reaction Methods 0.000 claims abstract description 18
- 244000273618 Sphenoclea zeylanica Species 0.000 claims abstract description 16
- 238000000034 method Methods 0.000 claims description 16
- 239000000565 sealant Substances 0.000 claims description 6
- 241001269238 Data Species 0.000 claims description 4
- 238000009412 basement excavation Methods 0.000 claims description 4
- 230000003993 interaction Effects 0.000 claims description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 238000009825 accumulation Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 239000000725 suspension Substances 0.000 claims description 3
- 239000004088 foaming agent Substances 0.000 claims description 2
- 239000007787 solid Substances 0.000 claims 1
- 230000009021 linear effect Effects 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 238000009411 base construction Methods 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 239000013013 elastic material Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000000691 measurement method Methods 0.000 description 1
- 230000009022 nonlinear effect Effects 0.000 description 1
- 230000005622 photoelectricity Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Foundations (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of pile side frictions to test hanging stake, the construction method of the hanging stake and the shaft resistance force test method carried out based on the hanging stake, hanging stake includes integrally formed two sections structure, lower segment structure is test section, upper segment structure is free segment, in the step surface that test section upper end is formed；The first displacement extension rod and second displacement extension rod are embedded in the pile body, the first displacement extension rod and second displacement extension rod are hollow stem, cavity along hollow stem is axially inserted into core bar, the core bar bottom end of the first displacement extension rod is pierced by hollow stem and the bottom of test section is fixed, the core bar bottom end of the second displacement extension rod is pierced by hollow stem and the bottom of free segment is fixed, and the upper end of corresponding core bar is provided with displacement sensor；Jack is set in the upper surface of free segment, places reaction beam in the jacking end face of jack.The structure of the simply hanging stake of structure of the invention pattern is simple, test result is accurate and construction difficulty is small.
Description
Technical field
The invention belongs to pile base construction methods, are related to the structural shape and side friction test method of hanging stake.
Background technique
In the prior art, because having good stratum penetrability, higher vertical and Its ultimate bearing capacity and resistance to deformation
Rigidity, pile foundation are used widely in the railway of various countries, highway, bridge, building, hydraulic engineering.Stake is often used as
The substructure of buildings or structures and to ground deep transmit load, this substructure be referred to as pile foundation.
Side friction is ground-pile foundation interface bearing capacity and area ratio, is the key parameter in Design of Foundation, when
Preceding common test method is reinforcing steel strain gauge method of testing.This method, 1) by being mounted on the strain of pile body main reinforcement different location
Meter strains to measure the reinforcing bar under different brackets load；2) it is based on plane cross-section assumption, is with stake at section by reinforcing bar strain equivalence
Body strain；3) based on homogeneous and linear elastic materials it is assumed that the pile shaft force for calculating each section is reinforcing bar axle power and mixed at same section
The linear superposition of solidifying soil axle power；4) the axle power difference for calculating adjacent section is contributed as ground-pile foundation interface correspondent section drag,
The ratio of axle power difference and interfacial area is as the side friction under the class of loading or displacement；5) certain section A is in certain class of loading
Under displacement then calculated by the difference of stake top position and A- stake top section decrement.
Have the disadvantage that 1) strain gauge method of testing is based on equal with the method for reinforcing steel strain gauge test pile foundation side friction
Matter, linear material are it is assumed that pile shaft force is the linear superposition of reinforcement stresses and concrete stress on the basis of it is assumed herein that, and coagulation
Soil belongs to heterogeneous, non-linear property material in itself, and having for the pile foundation as reinforcing bar and concrete complex is stronger non-equal
Matter；2) this method belongs to indirect measurement method, so test result can add up environment (temperature, humidity etc.), construction, material,
The error of the links such as test, or even there is unaccountable test result.Therefore, it is necessary to carry out grinding for new test method
Study carefully, improves pile foundation side friction measuring accuracy.
Summary of the invention
For above-mentioned shortcoming and defect in the prior art, the purpose of the present invention is to provide a kind of construction parties of hanging stake
Method and structural shape, to realize the direct measurement of pile body side friction and displacement.
The purpose of the present invention is what is be achieved through the following technical solutions:
A kind of hanging stake of pile side friction test, including the test pile being arranged in ground foundation pit, the test pile is logical
The anchor slab for crossing bottom end setting is supported in ground foundation pit, reserved space between the hole bottom of anchor slab and ground foundation pit；The test pile
Including integrally formed two sections structure, lower segment structure is test section, and upper segment structure is free segment, the diameter of the free segment
Less than the diameter of test lead, thus the step surface formed in test section upper end；The first displacement extension rod is embedded in the pile body
With second displacement extension rod, the first displacement extension rod and second displacement extension rod are hollow stem, along the cavity of hollow stem
It is axially inserted into core bar, the core bar bottom end of the first displacement extension rod is pierced by hollow stem and the bottom of test section is fixed, and described the
The core bar bottom end of two displacement extension rods is pierced by hollow stem and the bottom of free segment is fixed, and the upper end of corresponding core bar is provided with displacement
Sensor；Jack is set in the upper surface of free segment, places reaction beam in the jacking end face of jack.
Preferably, the anchor slab is mounted in the foundation pit of ground by pull rod suspension, and the pull rod lower end is fixed with anchor slab
Connection, the cross-arm that upper end is crossed on foundation pit opening with one are fixedly connected.
Preferably, it is fixedly installed reflecting plate on the top of the core bar, the reflecting surface of corresponding reflecting plate is provided with photoelectricity
Displacement sensor, the transmitting terminal of the photoelectric displacement sensor and receiving end are arranged towards reflecting plate.
Preferably, it is cased with casing on the free segment, the casing is placed in step surface and coaxial with test section.
Preferably, it is sealed between the anchor slab and the reserved space by sealant.
A kind of pile side friction tests the construction method of hanging stake, includes the following steps:
1) excavation pit on ground；
2) anchor slab is hung by pull rod to test section lower edge, and pull rod upper end is fixed on foundation pit opening by cross-arm,
To which anchor slab suspension is mounted in foundation pit；
3) using foaming agent as sealant, the gap between anchor slab and ground and anchor slab and pull rod is sealed；
4) lay the first displacement extension rod and second displacement extension rod: the first displacement extension rod and second displacement extension rod are equal
For hollow stem, it is hollow it is interior penetrate core bar, core bar upper and lower ends are pierced by the both ends of hollow stem, by hollow stem completely cut off core bar with
The interaction of surrounding concrete；The steel reflecting plate T-shaped with it is welded on core bar top, as displacement measurement face；
5) test pile section concrete is poured；
6) casing is hung, for the interaction of free section concrete and ground to be isolated；
7) concrete of free pile cutoff is poured；
8) after concrete reaches test age, displacement sensing is laid in the top of the reflecting plate on two core bars respectively
Device, sets up jack on the top of free segment, places reaction beam in the jacking end face of jack.
Preferably, the first displacement extension rod is open from foundation pit extends to test lead bottom straight down, and described second
Displacement extension rod extends to free segment bottom from foundation pit opening straight down.
A method of hanging stake test pile side friction being applied, reaction beam is test by accumulation load method or counter-force anchored pile-testing method
Counter-force is provided, pressure is applied to the lower surface of reaction beam by the jacking end face of jack, is then provided by reaction beam anti-
Active force makes hanging stake sink to ground bottom of foundation ditch, passes through the collected displacement of the displacement sensor of any one core bar upper end
Power output/payload values of contact area and jack output between data binding test section and foundation pit crater wall obtain hanging stake
Pile side friction test curve.
Preferably, pass through the average value binding test section of the collected displacement datas of displacement sensor of two core bar upper ends
Power output/payload values of contact area and jack output between foundation pit crater wall obtain the pile side friction test of hanging stake
Curve.
Preferably, pile side friction test curve is obtained by following equation:
F=F/A formula (1)
S=(S1+S2The formula of)/2 (2)
Wherein, jacking power output/load of jack is calculated as F；Two collected displacement datas of displacement sensor are remembered respectively
For S1、S2；The crater wall contact area of test section and ground foundation pit is denoted as A；Then the pile side friction test curve of hanging stake can be with table
Show and is taking formula (1) as the longitudinal axis, on the coordinate plane that with formula (2) is horizontal axis.
Compared with prior art, the embodiment of the present invention has at least the following advantages:
1) structural shape is simple
The structure of hanging stake is simple, and the force transferring structure of test phase is reaction beam, jack, free segment and test section.
2) test result is accurate
Test section ground-pile foundation section drag is directly measured from by jack oil pressure, test section top, bottom displacement
It is directly measured from by displacement sensor respectively, test data error is small.Simultaneously because test sensor is only in experimental stage
It is interim to lay, and it is located at earth's surface, therefore can exchange or debug as needed at any time sensor, it is high that data acquire success rate.
3) construction difficulty is small
In the pile foundation construction stage, conventional excavation is only related to, works hangs and works with concreting, construction technology hardly possible
It spends small.
Detailed description of the invention
Fig. 1-Fig. 8 is construction and the forming process schematic diagram of pile side friction of the present invention；
Fig. 9 is pile side friction test curve schematic diagram.
In figure: 1, ground；2, anchor slab；3, pull rod；4, cross-arm；5, sealant；6, the first displacement extension rod；7, second displacement
Extension rod；8, test section；9, casing；10, free segment；11, displacement sensor；12, reflecting plate；13, jack；14, reaction beam.
Specific embodiment
Below with reference to embodiment and its attached drawing, the invention will be further described, following embodiment be it is descriptive, no
It is restrictive, this does not limit the scope of protection of the present invention.
As shown in Figure 1, the excavation pit on ground 1.
As shown in Fig. 2, will be hung in foundation pit under anchor slab 2 by pull rod 3, certain sky is reserved at the hole bottom of anchor slab 2 and foundation pit
Between.After being hung in place under anchor slab 2,3 upper end of pull rod is fixed in foundation pit opening across on the cross-arm 4 set.
As shown in figure 3, by the gap and anchor slab 2 between anchor slab 2 and foundation pit crater wall and being drawn after anchor slab 2 is set up
Fit-up gap between bar 3 is sealed by sealant 5.
As shown in figure 4, after sealing, the first displacement extension rod 6 of decentralization and second displacement extension rod 7.First displacement is prolonged
Boom 6 extends to the top of anchor slab 2 from foundation pit opening；Second displacement extension rod 7 extends to foundation pit middle section or more from foundation pit opening
Position.It is inserted into core bar in the hollow passageway that the first displacement extension rod 6 and second displacement extend 7 bars, core bar appears first
Move the lower ending opening of extension rod 6 and second displacement extension rod 7.
As shown in figure 5, after being set up to two displacement extension rods and core bar, the casting concrete into foundation pit, concrete
Stop pouring after pouring to the lower position of second displacement extension rod 7, forms test section 8.
As shown in fig. 6, placing casing 9 in 8 upper surface of test section after test section 8 forms.
As shown in fig. 7, the upper end opening of casting concrete to casing 9 forms free segment 10 into casing 9.Casing 9 it is straight
Diameter is less than the diameter of test section 8, so that annular space is formed between 9 outer wall of casing and the crater wall of foundation pit, isolation casing 9 and foundation pit crater wall
Between contact.
Steel disc is horizontally mounted as reflecting plate 12 in the upper end of two core bars.
Concrete foundation carries out maintenance to it and forms hanging stake after the completion of pouring.
As shown in figure 8, jack 13, jack 13 are arranged above free segment 10 after hanging stake reaches test age
Jacking end face reaction beam 14 is set, two displacement sensors 11 are arranged in the reflecting plate 12 on corresponding two core bars, can carry out
The test experiments of pile side friction.
Test method is as follows:
A method of hanging stake test pile side friction being applied, reaction beam 14 is examination by accumulation load method or counter-force anchored pile-testing method
Offer counter-force is provided, pressure is applied to the lower surface of reaction beam 14 by the jacking end face of jack 13, then passes through reaction beam 14
The reaction force of offer makes hanging stake sink to 1 bottom of foundation ditch of ground, passes through the displacement sensor 11 of any one core bar upper end
Power output/lotus that contact area and jack 13 between collected displacement data binding test section 8 and foundation pit crater wall export
Load value obtains the pile side friction test curve of hanging stake.
Pass through the average value binding test section 8 and base of the collected displacement data of displacement sensor 11 of two core bar upper ends
The pile side friction test that power output/payload values that contact area and jack 13 between the crater wall of hole export obtain hanging stake is bent
Line.
Pile side friction test curve is obtained by following equation:
F=F/A formula (1)
S=(S1+S2The formula of)/2 (2)
Wherein, jacking power output/load of jack 13 is calculated as F；Two collected displacement datas of displacement sensor 11 point
S is not denoted as it1、S2；The crater wall contact area of test section 8 and 1 foundation pit of ground is denoted as A；The then pile side friction test curve of hanging stake
It can indicate taking formula (1) as the longitudinal axis, on the coordinate plane that with formula (2) is horizontal axis (as shown in Figure 9).
The foregoing is only a preferred embodiment of the present invention, but scope of protection of the present invention is not limited thereto,
In the technical scope disclosed by the present invention, any changes or substitutions that can be easily thought of by anyone skilled in the art,
It should be covered by the protection scope of the present invention.Therefore, protection scope of the present invention should be with the protection model of claims
Subject to enclosing.
Claims (10)
1. a kind of pile side friction tests hanging stake, which is characterized in that described including the test pile being arranged in ground foundation pit
Test pile is supported in ground foundation pit by the anchor slab that bottom end is arranged, reserved space between the hole bottom of anchor slab and ground foundation pit；Institute
Stating test pile includes integrally formed two sections structure, and lower segment structure is test section, and upper segment structure is free segment, the freedom
The diameter of section is less than the diameter of test lead, thus the step surface formed in test section upper end；First is embedded in the pile body
Extension rod and second displacement extension rod are moved, the first displacement extension rod and second displacement extension rod are hollow stem, along hollow
The cavity of bar is axially inserted into core bar, and the core bar bottom end of the first displacement extension rod is pierced by hollow stem and the bottom of test section is solid
Fixed, the core bar bottom end of the second displacement extension rod is pierced by hollow stem and the bottom of free segment is fixed, and the upper end of corresponding core bar is equal
It is provided with displacement sensor；Jack is set in the upper surface of free segment, places reaction beam in the jacking end face of jack.
2. pile side friction according to claim 1 tests hanging stake, which is characterized in that the anchor slab is outstanding by pull rod
Extension is mounted in the foundation pit of ground, and the pull rod lower end is fixedly connected with anchor slab, the cross-arm that upper end is crossed on foundation pit opening with one
It is fixedly connected.
3. pile side friction according to claim 1 or 2 tests hanging stake, which is characterized in that on the top of the core bar
End is fixedly installed reflecting plate, and the reflecting surface of corresponding reflecting plate is provided with photoelectric displacement sensor, the photoelectric displacement sensor
Transmitting terminal and receiving end towards reflecting plate be arranged.
4. pile side friction according to claim 1 or 2 tests hanging stake, which is characterized in that on the free segment
It is cased with casing, the casing is placed in step surface and coaxial with test section.
5. pile side friction according to claim 2 tests hanging stake, which is characterized in that the anchor slab is reserved with described
It is sealed between space by sealant.
6. the construction method that a kind of pile side friction tests hanging stake, which comprises the steps of:
1) excavation pit on ground；
2) anchor slab is hung by pull rod to test section lower edge, and pull rod upper end is fixed on foundation pit opening by cross-arm, thus
Anchor slab suspension is mounted in foundation pit；
3) using foaming agent as sealant, the gap between anchor slab and ground and anchor slab and pull rod is sealed；
4) lay the first displacement extension rod and second displacement extension rod: the first displacement extension rod and second displacement extension rod are sky
Core bar, it is hollow it is interior penetrate core bar, core bar upper and lower ends are pierced by the both ends of hollow stem, pass through hollow stem and completely cut off core bar and surrounding
The interaction of concrete；The steel reflecting plate T-shaped with it is welded on core bar top, as displacement measurement face；
5) test pile section concrete is poured；
6) casing is hung, for the interaction of free section concrete and ground to be isolated；
7) concrete of free pile cutoff is poured；
8) after concrete reaches test age, displacement sensor is laid in the top of the reflecting plate on two core bars respectively,
The top of free segment sets up jack, places reaction beam in the jacking end face of jack.
7. the construction method that pile side friction according to claim 6 tests hanging stake, which is characterized in that described first
Displacement extension rod extends to test lead bottom from foundation pit opening straight down, and the second displacement extension rod is vertical from foundation pit opening
Extend downward into free segment bottom.
8. a kind of method for applying hanging stake test pile side friction, which is characterized in that reaction beam passes through accumulation load method or counter-force anchor
Stake method provides counter-force for test, applies pressure to the lower surface of reaction beam by the jacking end face of jack, then passes through counter-force
The reaction force that beam provides makes hanging stake sink to ground bottom of foundation ditch, is adopted by the displacement sensor of any one core bar upper end
Power output/payload values of contact area and jack output between the displacement data binding test section collected and foundation pit crater wall obtain
Obtain the pile side friction test curve of vacantly stake.
9. the method for the hanging stake test pile side friction of application according to claim 8, which is characterized in that pass through two cores
Contact area between the average value binding test section and foundation pit crater wall of the collected displacement data of the displacement sensor of bar upper end
And power output/payload values of jack output obtain the pile side friction test curve of hanging stake.
10. the method for the hanging stake test pile side friction of application according to claim 8, which is characterized in that by following
Formula obtains pile side friction test curve:
F=F/A formula (1)
S=(S1+S2The formula of)/2 (2)
Wherein, jacking power output/load of jack is calculated as F；Two collected displacement datas of displacement sensor are denoted as S respectively1、
S2；The crater wall contact area of test section and ground foundation pit is denoted as A；Then the pile side friction test curve of hanging stake can indicate
It is the longitudinal axis with formula (1), with formula (2) is on the coordinate plane of horizontal axis.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910009032.0A CN109610444B (en) | 2019-01-04 | 2019-01-04 | Suspended pile and construction method thereof, and pile side frictional resistance testing method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910009032.0A CN109610444B (en) | 2019-01-04 | 2019-01-04 | Suspended pile and construction method thereof, and pile side frictional resistance testing method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109610444A true CN109610444A (en) | 2019-04-12 |
| CN109610444B CN109610444B (en) | 2020-09-15 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910009032.0A Expired - Fee Related CN109610444B (en) | 2019-01-04 | 2019-01-04 | Suspended pile and construction method thereof, and pile side frictional resistance testing method |
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| CN (1) | CN109610444B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110258663A (en) * | 2019-05-31 | 2019-09-20 | 广东天信电力工程检测有限公司 | A kind of device for verifying foundation pile internal force test result and the method for solving using its verification result |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2401189A (en) * | 2003-02-28 | 2004-11-03 | Roxbury Ltd | Friction and bearing force testing apparatus |
| CN105507352A (en) * | 2016-02-04 | 2016-04-20 | 江苏城工建设科技有限公司 | On-site self-balancing anti-pulling test method for grouted core of pipe pile |
| CN105735378A (en) * | 2016-04-11 | 2016-07-06 | 湖北工业大学 | Reverse self-balancing method for pile foundation vertical bearing capacity test and test device |
| CN205776417U (en) * | 2016-05-30 | 2016-12-07 | 中建四局第一建筑工程有限公司 | A kind of novel unit for single-pile vertical anti-pulling static loading experiment device |
| 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 |
-
2019
- 2019-01-04 CN CN201910009032.0A patent/CN109610444B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2401189A (en) * | 2003-02-28 | 2004-11-03 | Roxbury Ltd | Friction and bearing force testing apparatus |
| CN105507352A (en) * | 2016-02-04 | 2016-04-20 | 江苏城工建设科技有限公司 | On-site self-balancing anti-pulling test method for grouted core of pipe pile |
| CN105735378A (en) * | 2016-04-11 | 2016-07-06 | 湖北工业大学 | Reverse self-balancing method for pile foundation vertical bearing capacity test and test device |
| CN205776417U (en) * | 2016-05-30 | 2016-12-07 | 中建四局第一建筑工程有限公司 | A kind of novel unit for single-pile vertical anti-pulling static loading experiment device |
| 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 |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110258663A (en) * | 2019-05-31 | 2019-09-20 | 广东天信电力工程检测有限公司 | A kind of device for verifying foundation pile internal force test result and the method for solving using its verification result |
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| CN109610444B (en) | 2020-09-15 |
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