CN207567836U - Compression test stake ess-strain comprehensive detection system - Google Patents
Compression test stake ess-strain comprehensive detection system Download PDFInfo
- Publication number
- CN207567836U CN207567836U CN201721552944.5U CN201721552944U CN207567836U CN 207567836 U CN207567836 U CN 207567836U CN 201721552944 U CN201721552944 U CN 201721552944U CN 207567836 U CN207567836 U CN 207567836U
- Authority
- CN
- China
- Prior art keywords
- reinforcement
- sleeve
- inner sleeve
- ess
- detection system
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
- 238000001514 detection method Methods 0.000 title claims abstract description 25
- 238000012669 compression test Methods 0.000 title claims abstract description 17
- 230000002787 reinforcement Effects 0.000 claims abstract description 58
- 238000012360 testing method Methods 0.000 claims abstract description 57
- 238000006073 displacement reaction Methods 0.000 claims abstract description 11
- 238000002474 experimental method Methods 0.000 claims abstract description 9
- 230000009467 reduction Effects 0.000 claims abstract description 8
- 230000002093 peripheral effect Effects 0.000 claims abstract description 5
- 239000002689 soil Substances 0.000 claims description 11
- 239000011083 cement mortar Substances 0.000 claims description 7
- 239000003566 sealing material Substances 0.000 claims description 6
- 238000004062 sedimentation Methods 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 5
- 238000007789 sealing Methods 0.000 claims description 4
- 210000003205 muscle Anatomy 0.000 claims 1
- 238000013461 design Methods 0.000 abstract description 4
- 229910000831 Steel Inorganic materials 0.000 description 17
- 239000010959 steel Substances 0.000 description 17
- 238000010276 construction Methods 0.000 description 9
- 238000000034 method Methods 0.000 description 8
- 230000003068 static effect Effects 0.000 description 8
- 238000003466 welding Methods 0.000 description 6
- 238000003032 molecular docking Methods 0.000 description 5
- 230000008569 process Effects 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 230000001680 brushing effect Effects 0.000 description 2
- 235000014121 butter Nutrition 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 238000009666 routine test Methods 0.000 description 2
- 239000010913 used oil Substances 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000006978 adaptation Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000001802 infusion Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 230000001050 lubricating effect Effects 0.000 description 1
- 238000003754 machining Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000036316 preload Effects 0.000 description 1
- 238000004321 preservation Methods 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model provides a kind of compression test stake ess-strain comprehensive detection system, including drag reduction sleeve and experiment detection device；Drag reduction sleeve includes being socketed on the inner sleeve of test pile top peripheral and the outer sleeve being socketed on the outside of inner sleeve；Vertical reinforcement stirrup is provided on the inside of inner sleeve, vertical tie hoop is provided between inner sleeve and reinforcement stirrup, vertical main reinforcement is provided in the gap between tie hoop and reinforcement stirrup；Experiment detection device includes Reinforcement Stress-count, concrete strain gauge and flexible displacement meter；The axial spaced set of Reinforcement Stress-count and concrete strain gauge along test pile, Reinforcement Stress-count are welded in main reinforcement, and concrete strain gauge is temporarily fixed in main reinforcement；Flexible displacement meter is embedded in the bottom surface of test pile and the junction of outer surface.The detecting system can more accurately grasp the bearing capacity of pile body, be conducive to optimize the configuration of strength of the mixing pile, rigidity so that design is more reasonable.
Description
Technical field
The utility model is related to test pile construction field more particularly to a kind of test pile detecting systems.
Background technology
Test pile is typically all to be carried out before excavation of foundation pit or before excavating to slot bottom absolute altitude, and engineering pile design top mark is high
There are one section of soil layers, the soil layer between the test pile absolute altitude in practice of construction to have shadow to the bearing capacity and settling amount of test pile
It rings so that the experimental data of test pile and the bearing capacity and settling amount of Practical Project stake are inconsistent.So it needs to eliminate test pile
With the frictional resistance of soil layer.
On the other hand, it in order to analyze stress and deformation of the test pile during static test, needs to set on test pile
Put corresponding test equipment.Think in routine test, according to armored concrete collaborative work principle, the deformation of reinforcing bar and concrete
It is consistent, therefore strain gauge or a kind of instrument of stress meter is only set on test pile.But during practice of construction,
The deformation of reinforcing bar and concrete is different, and the experimental data tested out in this way is different from reality.And routine test stake will usually survey
Test instrument is arranged on stake top, represents all deformed with the deformation of stake top, and stake also has compressive deformation in itself in real process,
Therefore, the test data of test pile deformation is different from practical distortion, influences subsequent construction.
Utility model content
The purpose of this utility model is to provide a kind of compression test stake ess-strain comprehensive detection system, with solve due to
The bearing capacity and settling amount of test pile are different from actual test, reinforcing bar and concrete deformation and actual test are different, so as to influence
The technical issues of subsequent construction.
In order to solve the above-mentioned technical problem, the utility model provides a kind of compression test stake ess-strain comprehensive detection system
System, is arranged on test pile, it is characterised in that：Including drag reduction sleeve and experiment detection device；
The drag reduction sleeve includes being socketed on the inner sleeve of test pile top peripheral and the housing being socketed on the outside of inner sleeve
Cylinder；
Vertical reinforcement stirrup is provided on the inside of the inner sleeve, is provided between the inner sleeve and reinforcement stirrup vertical
Tie hoop, the tie hoop and strengthen stirrup between gap in be provided with vertical main reinforcement；
The experiment detection device includes Reinforcement Stress-count, concrete strain gauge and flexible displacement meter；
The axial spaced set of the Reinforcement Stress-count and concrete strain gauge along test pile, the Reinforcement Stress-count weldering
It is connected in main reinforcement, the concrete strain gauge is temporarily fixed in main reinforcement；
The flexibility displacement meter is embedded in the junction of the bottom surface and outer surface of test pile.
Preferably, the lower end outside of the inner sleeve is arranged circumferentially the groove of a circle opening upwards, the outer sleeve
Lower end inside has been arranged circumferentially a circle tenon, and the tenon is plugged in groove and is sealed by sealing material.
Preferably, the sealing material includes rubber fastening band and self-expanding material.
Preferably, it is provided with vertical bar dowel in the gap between the inner sleeve and outer sleeve.
Preferably, vertical sedimentation bar is provided in the test pile, the upper end of the sedimentation bar is flushed with natural ground,
Lower end is flushed with the stake top of effective length.
Preferably, clear water is filled between the inner sleeve and outer sleeve and is sealed in upper end by silk plug.
Preferably, cement mortar Gu Bi has been poured between the outer sleeve and surrounding soil.
Preferably, the external wall of upper portion both sides of the outer sleeve are both provided with vertical Grouting Pipe, surpass at the top of the Grouting Pipe
Go out nature ground, in remaining embedment cement mortar.
Compared with prior art, it the characteristics of the utility model and has the beneficial effect that：
（1）The Reinforcement Stress-count of the utility model is welded in main reinforcement；Concrete strain gauge is temporarily fixed in main reinforcement, edge
Length of reinforcing cage direction is uniformly distributed；Setting sedimentation bar in natural ground to stake top elevation range；Flexible displacement meter is added at stake bottom.
All detection devices are installed with steel reinforcement cage, are closely connect with pile body main reinforcement, concrete, with reference to inside and outside sleeve, have been formed
Whole integrated system.
（2）The utility model, which is located on test pile at the height in face, the stake top of effective length and stake bottom naturally, to be set
Have Reinforcement Stress-count and concrete strain gauge, using two kinds of instruments can more accurately measure at a certain absolute altitude reinforcement stresses and
Concrete strain, so as to more accurately calculate the summation of the absolute altitude reinforcement stresses and concrete stress.In addition it is also trying
It tests and flexible displacement meter is set in stake at the height at stake bottom, stake compressive deformation itself is determined with this.And then it more accurately slaps
The bearing capacity of pile body is held, is conducive to optimize the configuration of strength of the mixing pile, rigidity so that design is more reasonable.
（3）The utility model welds a certain number of bar dowels in interior sleeve outer wall, improves lateral support, prevents resistance to compression
Unstable failure in test pile inner sleeve loading procedure；Inside, outer tube brushing used oil or butter, and noted between inside and outside sleeve
Enter clear water and silk plug is added to seal in upper end, housing drum outer wall carries out cement injection Gu Bi, can effectively eliminate non-model control section stake
Side friction, actual condition when making operating mode during static test closer to engineering pile stress, while can also accurately measure
Ess-strain situation at test pile different level has many advantages, such as that construction depth is big, adaptation soil layer is wide, detection mode is reliable.
Description of the drawings
The utility model is illustrated below in conjunction with the accompanying drawings.
Fig. 1 is the structure diagram of the utility model.
The structure diagram of the test pile inside and outside sleeve sealed bottom construction of Fig. 2 the utility model.
Fig. 3 is the A-A diagrammatic cross-sections of the utility model.
Fig. 4 is the B-B diagrammatic cross-sections of the utility model.
Fig. 5 is the C-C diagrammatic cross-sections of the utility model.
Fig. 6 is the constructing structure schematic diagram of the utility model.
Specific embodiment
The utility model is illustrated with reference to specific embodiment.
Embodiment as shown in Figs. 1-5, this major diameter compression test stake drag reduction with ess-strain comprehensive detection system
Sleeve is arranged on test pile（1）On, including drag reduction sleeve and experiment detection device；Drag reduction sleeve includes being socketed on test pile（1）
The inner sleeve of top peripheral（2）, the outer sleeve that is socketed on the outside of inner sleeve（3）, experiment detection device includes Reinforcement Stress-count
（51）, concrete strain gauge（52）With flexible displacement meter（53）.Reinforcement Stress-count（51）And concrete strain gauge（52）Equidistantly
It is arranged on test pile（1）Top peripheral and middle part periphery, be spaced about 10m.Reinforcement Stress-count（51）It is connected to main reinforcement（8）
On, concrete strain gauge（52）It is embedded to test pile（1）In the concrete of inside outer wall；Flexible displacement meter（53）It is arranged on test pile
（1）Bottom, be embedded to test pile（1）Stake bottom on the inside of concrete in.Overall process data can be achieved during static test
Acquisition and monitoring record.Test pile（1）In be provided with vertical sedimentation bar（13）, settle bar（13）Upper end and natural ground it is neat
Flat, lower end is flushed with the stake top of effective length.
As shown in Fig. 2, inner sleeve（2）Lower end outside be arranged circumferentially the grooves of a circle opening upwards（9）, outer sleeve
（3）Lower end inside be arranged circumferentially a circle tenon（10）, tenon（10）It is plugged on groove（9）It is interior and to pass through sealing material close
Envelope, sealing material include rubber fastening band（11）And self-expanding material（12）, tongue-and-groove structure is formed, after ensureing that sleeve is in place,
Cement mortar will not enter inside and outside sleeve from root between gap, so as to influence drag-reduction effect.
As in Figure 3-5, inner sleeve（2）And outer sleeve（3）Between gap in be provided with vertical bar dowel（4）, carry
For lateral support, unstable failure in resistance to compression test pile inner sleeve loading procedure is prevented.Inside and outside casing brushing used oil or butter,
Lubricating action is played in friction process, effectively eliminates side friction.Inner sleeve（2）Inside is provided with vertical reinforcement stirrup（6）, it is interior
Sleeve（2）With reinforcement stirrup（6）Between be provided with vertical tie hoop（7）, tie hoop（7）With reinforcement stirrup（6）Between
Gap in be provided with vertical main reinforcement（8）, tie hoop（7）For main reinforcement to be fixed into a reinforcing steel bar cage.Strengthen stirrup
（6）For ensureing that steel reinforcement cage is indeformable in hoisting process.
As shown in fig. 6, inner sleeve（2）And outer sleeve（3）Between fill clear water and pass through silk plug in upper end（14）Sealing.
Outer sleeve（3）Cement mortar Gu Bi has been poured between surrounding soil（15）.Outer sleeve（3）External wall of upper portion both sides be both provided with it is perpendicular
To Grouting Pipe（16）Gu Bi ensures the soil quality stabilizing around sleeve bottom, ensures the smooth implementation of static test.Grouting Pipe
（16）Top exceeds nature ground, remaining embedment cement mortar Gu Bi（15）In.
It is required if resistance to compression test pile length sleeve is more than transport, needs in factory's segmental machining, assembling weldering is carried out to scene
It connects.Specific construction step is：
The first step：Inner sleeve（2）Butt welding.During assembly welding, by the inner sleeve after two sections of assemblings（2）It is hoisted to crane
Assembling jig frame is fixed temporarily after simple centering.Pay attention to the limiting steel plate that only inner sleeve rolls that set up defences when moulding bed makes, every section extremely
At few two.First it is fixed temporarily lower section inner sleeve（2）, assisted with jack by two sections of inner sleeves（2）Docking, it is interim with connection otic placode
It is fixed, then in inner sleeve（2）Nelaton's line checks glacing flatness, and fastening otic placode after qualified fixes, and carries out segmentation spot welding, then presses
Symmetric mode is welded to connect.
Second step：Outer sleeve（3）Docking.Inner sleeve（2）After weld seam cooling, outer sleeve is docked（3）, outer sleeve（3）Docking
Glacing flatness marks stack shell center line to correct in the outer part.
Third walks：Inner sleeve（2）And outer sleeve（3）Suit.By inner sleeve（2）And outer sleeve（3）Lower end tongue and groove position is whole
Body separates 200mm, in outer sleeve（3）Lower edge and inner sleeve（2）Gap fill in 10mm thickness rubber fastening bands（11）, rubber water-proof
Band（11）Into width not less than 80mm, exposed width to inner sleeve（2）Slot bottom end simultaneously turns over, and crane auxiliary is slightly lifted outer
Then cylinder holds out against bottom, and adjust concentric centering using chuck plate with jack or jack, makes rubber fastening band（11）Compression becomes
Shape forms first of sealing.After using wedge-shaped iron adjustment with one heart between sleeve inside and outside sleeve suitable for reading, weldering positioning plate is fixed.So
Afterwards by outer sleeve（3）Ring flat-plate and inner sleeve suitable for reading（2）Welded seal.Welding lifting bracket, and measure bracket bottom surface and outer sleeve
（3）The vertical relation of longitudinal center's label is so as to mounting and adjusting verticality.Outer sleeve（3）Outside weld diameter 20mm sleeve bottoms
Slip casting steel pipe, exposed junction mantle fiber simultaneously add protective cap.
4th step：Bottom secondary material sealing.Hoop is made using the steel plate of 1mm thickness 50mm wide, reserves feed inlet.Hoop
Hoop injects self-expanding fluid mix at inner/outer tube bayonet docking, and heat preservation solidification is no less than one day.
5th step：Inside and outside sleeve takes integral hoisting to enter hole.Integral lifting inside and outside sleeve, tripping in bottom hole, inner-outer sleeve barrel
It is inside filled with clear water and uses silk plug（14）Closing；300mm is pushed using gravity（Cutting shoe is preferably located at viscous soil horizon under sleeve
In）.Inside and outside sleeve post-infusion cement slurry Gu Bi is fixed in aperture（15）.
6th step：The installation of experiment detection device.Ultrasonic wave duct decile is arranged in steel reinforcement cage periphery, comes tie hoop
（7）Inside and secured with stirrup binding.Grouting Pipe, which connects, uses jacketed pipe welding manner, and Socket welding is under at steel reinforcement cage docking
It saves in steel reinforcement cage Grouting Pipe.Casing length 150mm.Steel reinforcement cage overall length sets strain gauge by drawing, is installed with steel reinforcement cage.It presses
According to test requirements document by Reinforcement Stress-count（51）It is connected in steel reinforcement cage main reinforcement, the Reinforcement Stress-count on same absolute altitude（51）Arrangement will
Uniformly.Reinforcement Stress-count（51）Conducting wire is fixed along steel reinforcement cage edge, and steel reinforcement cage will be transferred slowly, and conducting wire is postponed and tied up by when decentralization
It pricks in steel reinforcement cage main reinforcement.Be welded with two steel pipes at stake top absolute altitude, diameter of steel tube 60mm is 1.5 meters long, by conducting wire from the two
It is pierced by steel pipe, to protect conducting wire during chiseling pile head.
7th step：More bit change drills by test pile diameter.Test pile is carried out, intensity picks chisel stake after reaching requirement
Head carries out Stake head handling according to the requirement of test pile static test.
8th step：The connecting plate between inside and outside sleeve is disconnected before resistance to compression test pile static test.
9th step：Before formal loading, 1000~2000KN of preload first is carried out to inner sleeve, makes casing in pre-add
It just can smoothly be disengaged after load with surrounding soil.
Tenth step：Reinforcement Stress-count is symmetrical arranged at each soil layer absolute altitude for intending measuring（51）, concrete strain gauge（52）、
Flexible displacement meter（53）Devices are waited, in loading procedure, measurement data, mainly includes at different phase different level stage by stage
Internal forces, pile strain etc..
According to measurement data such as stress, the strains at stage each during static test, each absolute altitude, obtain test pile side and rub
Resistance Pressure information is calculated with reference to formation parameter, can realize accurate stress and change in static test overall process to test pile
Conformal analysis.On the one hand analysis result can verify the accuracy of stratum and relevant parameter, instruct subsequent construction, on the other hand brighter
Loading characteristic during really test pile is under corresponding stratum and loading condition is conducive to optimize the configuration of strength of the mixing pile, rigidity, makes
It is more reasonable to design.
Claims (8)
1. compression test stake ess-strain comprehensive detection system, is arranged on test pile（1）On, it is characterised in that：Including antidrag sleeve
Cylinder and experiment detection device；
The drag reduction sleeve includes being socketed on test pile（1）The inner sleeve of top peripheral（2）Be socketed on inner sleeve（2）Outside
Outer sleeve（3）；
The inner sleeve（2）Inside is provided with vertical reinforcement stirrup（6）, the inner sleeve（2）With reinforcement stirrup（6）Between set
It is equipped with vertical tie hoop（7）, the tie hoop（7）With reinforcement stirrup（6）Between gap in be provided with vertical master
Muscle（8）；
The experiment detection device includes Reinforcement Stress-count（51）, concrete strain gauge（52）With flexible displacement meter（53）；
The Reinforcement Stress-count（51）And concrete strain gauge（52）Along the axial spaced set of test pile, the reinforcement stresses
Meter（51）It is welded on main reinforcement（8）On, the concrete strain gauge（52）It is temporarily fixed at main reinforcement（8）On；
The flexibility displacement meter（53）It is embedded in test pile（1）Bottom surface and outer surface junction.
2. compression test stake ess-strain comprehensive detection system according to claim 1, it is characterised in that：The inner sleeve
（2）Lower end outside be arranged circumferentially the grooves of a circle opening upwards（9）, the outer sleeve（3）Lower end inside be arranged circumferentially
There is a circle tenon（10）, the tenon（10）It is plugged on groove（9）It is interior and pass through sealing material seal.
3. compression test stake ess-strain comprehensive detection system according to claim 2, it is characterised in that：The sealing material
Material includes rubber fastening band（11）And self-expanding material（12）.
4. compression test stake ess-strain comprehensive detection system according to claim 1, it is characterised in that：The inner sleeve
（2）And outer sleeve（3）Between gap in be provided with vertical bar dowel（4）.
5. compression test stake ess-strain comprehensive detection system according to claim 1, it is characterised in that：The test pile
（1）In be provided with vertical sedimentation bar（13）, the sedimentation bar（13）Upper end flushed with natural ground, lower end and effective length
Stake top flush.
6. compression test stake ess-strain comprehensive detection system according to claim 1, it is characterised in that：The inner sleeve
（2）And outer sleeve（3）Between fill clear water and pass through silk plug in upper end（14）Sealing.
7. compression test stake ess-strain comprehensive detection system according to claim 1, it is characterised in that：The outer sleeve
（3）Cement mortar Gu Bi has been poured between surrounding soil（15）.
8. compression test stake ess-strain comprehensive detection system according to claim 7, it is characterised in that：The outer sleeve
（3）External wall of upper portion both sides be both provided with vertical Grouting Pipe（16）, the Grouting Pipe（16）Top exceeds nature ground, remaining
It is embedded to cement mortar Gu Bi（15）In.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721552944.5U CN207567836U (en) | 2017-11-20 | 2017-11-20 | Compression test stake ess-strain comprehensive detection system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201721552944.5U CN207567836U (en) | 2017-11-20 | 2017-11-20 | Compression test stake ess-strain comprehensive detection system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN207567836U true CN207567836U (en) | 2018-07-03 |
Family
ID=62691127
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201721552944.5U Expired - Fee Related CN207567836U (en) | 2017-11-20 | 2017-11-20 | Compression test stake ess-strain comprehensive detection system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN207567836U (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109113049A (en) * | 2018-08-28 | 2019-01-01 | 沙焕焕 | Prefabricated pile and its construction method is adjusted in stress deformation after work |
| CN109577387A (en) * | 2018-12-27 | 2019-04-05 | 深圳市建筑设计研究总院有限公司 | A kind of pile testing method and test pile structure |
| CN110029778A (en) * | 2019-04-16 | 2019-07-19 | 罗伟 | A kind of high strength component of intelligent building engineering |
| CN112779909A (en) * | 2021-01-13 | 2021-05-11 | 中铁十六局集团路桥工程有限公司 | Gunpowder ignition type welding precast pile and welding method thereof |
| CN113513019A (en) * | 2021-09-02 | 2021-10-19 | 中建八局第二建设有限公司 | Double pile casing for pile foundation detection and use method thereof |
| CN115419042A (en) * | 2022-09-28 | 2022-12-02 | 山东省路桥集团有限公司 | Device capable of simultaneously monitoring pile tip soil pressure and displacement and monitoring method |
-
2017
- 2017-11-20 CN CN201721552944.5U patent/CN207567836U/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109113049A (en) * | 2018-08-28 | 2019-01-01 | 沙焕焕 | Prefabricated pile and its construction method is adjusted in stress deformation after work |
| CN109577387A (en) * | 2018-12-27 | 2019-04-05 | 深圳市建筑设计研究总院有限公司 | A kind of pile testing method and test pile structure |
| CN110029778A (en) * | 2019-04-16 | 2019-07-19 | 罗伟 | A kind of high strength component of intelligent building engineering |
| CN110029778B (en) * | 2019-04-16 | 2021-05-18 | 福建九鼎建设集团有限公司 | High strength component of intelligence building engineering |
| CN112779909A (en) * | 2021-01-13 | 2021-05-11 | 中铁十六局集团路桥工程有限公司 | Gunpowder ignition type welding precast pile and welding method thereof |
| CN113513019A (en) * | 2021-09-02 | 2021-10-19 | 中建八局第二建设有限公司 | Double pile casing for pile foundation detection and use method thereof |
| CN115419042A (en) * | 2022-09-28 | 2022-12-02 | 山东省路桥集团有限公司 | Device capable of simultaneously monitoring pile tip soil pressure and displacement and monitoring method |
| CN115419042B (en) * | 2022-09-28 | 2023-10-27 | 山东省路桥集团有限公司 | Device capable of simultaneously monitoring pile tip soil pressure and displacement and monitoring method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN207567836U (en) | Compression test stake ess-strain comprehensive detection system | |
| CN106353120B (en) | Simulate the experimental rig and method of tunnel internal water pressure | |
| CN205975711U (en) | Two sleeves of high -efficient drag reduction of resistance to compression testing pile and testing pile system thereof | |
| CN102535529A (en) | Construction method of self-balancing method pile foundation bearing capacity test device | |
| CN105155598B (en) | A kind of prefabricated pile pile body surface strain meter and soil pressure against piles box scene distribution method | |
| CN103215975B (en) | Inbuilt method for distributed type sensing cable in foundation pile | |
| CN110042844B (en) | Construction method of cast-in-situ large-diameter foundation pit supporting tubular pile | |
| CN101806073B (en) | Resistance-free load test device and method for upper extension section of foundation pile | |
| CN104863108B (en) | A kind of ground-connecting-wall soil lateral pressure box embedded device | |
| CN102926413A (en) | Embedded pipe for sampling pile tip of filling pile | |
| CN101793153A (en) | Construction method of shield for passing through heavy-caliber pipeline in short distance | |
| CN111305285B (en) | Installation method of safety monitoring instrument for ultra-deep covering layer working well | |
| CN216664253U (en) | Double-load-box test structure of ultra-long test pile | |
| CN112982509B (en) | Construction method of pre-stressed anchor cable axial force transmission rule mathematical model in composite stratum based on field drawing test | |
| CN106065622B (en) | The double sleeves of the efficient drag reduction of pullout tests stake and pullout tests stake drag reduction method | |
| CN102926414B (en) | Bedrock extensometer suitable for being installed in hole and installing and embedding method of bedrock extensometer | |
| CN102828533B (en) | Vertical pressure resistance static load test pile head advanced processing node of cast-in-place pile and construction method | |
| CN102797268B (en) | Installation method for testing tube used for testing internal force of pre-stress tubular pile with slide micrometer | |
| CN205975598U (en) | Two sleeves of high -efficient drag reduction of resistance to plucking testing pile | |
| CN210598993U (en) | Reinforced concrete segment joint pressure testing device in subway shield tunnel | |
| CN210529780U (en) | Miniature steel-pipe pile and grout interface pressure field test device | |
| US10167608B1 (en) | Apparatus for bi-directional load testing of driven piles and injection piles, and method thereof | |
| CN112726649A (en) | Construction method of H-shaped steel structure and continuous wall | |
| CN201635099U (en) | Unresisted load test device for pile top lengthening segment of cast-in place pile | |
| Sharma et al. | Testing and evaluation of statically-loaded large diameter steel pipe with native backfill soils |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20180703 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |