CN207331781U - A kind of assembled underground continuous wall penetrating resistance test device - Google Patents
A kind of assembled underground continuous wall penetrating resistance test device Download PDFInfo
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- CN207331781U CN207331781U CN201720972544.3U CN201720972544U CN207331781U CN 207331781 U CN207331781 U CN 207331781U CN 201720972544 U CN201720972544 U CN 201720972544U CN 207331781 U CN207331781 U CN 207331781U
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Abstract
The utility model discloses a kind of assembled underground continuous wall penetrating resistance test device, including loading device, model test groove, prefabricated pile and sensor measure harvester, prefabricated pile pile settlement rate is controlled by loading device, using displacement, stake top and the collection pile sinking displacement of stake end strain gauge and stress data, pass through indoor model test mode, finally realize under different slurry conditions, pile body side friction and stake end stress at different depth position measure, consideration slurry condition and the end resistance and pile side friction fitting formula of pile sinking effect of depth factor are obtained by the processing that is processed further to test data, realize the assessment of prefabricated pile penetrating resistance, reduce penetrating resistance assessment difficulty, it can farthest ensure smoothly sinking to for assembled underground continuous wall, save in-site modeling pile sinking expense.
Description
Technical field
The pattern foundation pit supporting structure field in urban track traffic is the utility model is related to, is connected more particularly to a kind of assembled underground
Continuous wall penetrating resistance test device.
Background technology
In Urban Rail Transit Project, it is related to the open-cut of underground station and subway line mostly, need to uses more
Kind support form carries out pattern foundation pit supporting structure, wherein, diaphram wall and sheet pile supporting are most common supporting construction modes.In underground
Mud off is needed in the construction of diaphragm wall or bored concrete pile, therefore produces a large amount of mud waste materials, and pre-installs the hammer during sunk pile
Hit or pile vibrosinking inevitably uses large-scale sinking apparatus again, trigger serious ambient vibration and noise.On the other hand, in
Environmental requirement of the heart city to municipal engineering construction is higher and higher, and to Construction Vibration, dust and noise etc., there are strict requirements, and
In most engineering constructions construction there are construction environment it is not friendly enough the shortcomings that.Therefore, how urban track traffic is reduced
Vibration and noise in work progress, reduce the influence to periphery Working Life and are just removed from office as engineering construction technology instantly as far as possible
New emphasis.
Assembled underground continuous wall belongs to a kind of Base hole supporting technology that new development in recent years is got up, have construction it is quick,
Environment influences the advantages that small, water-stagnating effect is good, supporting scope is big.The technology is in the practical application of Efficiency in Buildings in Tianjin Area, to ensure base
Cheat the sealing performance of stability and supporting construction, the continuous wall construction embedded depth of assembled reaches 50~60m, but concrete slab
Stake section is extremely limited, and pile sinking precision (verticality, pile sinking position etc.) is required very high.Therefore, how assembled is carried out
Can the pre-estimating of diaphram wall process for sinking and engineering method design and pile sinking power just becomes supporting construction final molding
Key, for this reason, carrying out the research and development of assembled underground continuous wall penetrating resistance measuring technology and dependence test device with regard to especially necessary.
Utility model content
The problem of being difficult to assessment for assembled underground continuous wall penetrating resistance in Construction of Urban Rail Traffic, this practicality are new
Type provides a kind of assembled underground continuous wall penetrating resistance test device that can improve pile sinking force estimation accuracy.
For this reason, the technical solution of the utility model is as follows：
A kind of assembled underground continuous wall penetrating resistance test device, including loading device, model test groove, prefabricated pile and
Sensor measures harvester, and the loading device includes stent, loading frame, base and loading end fixture, the loading frame peace
Mounted in the top of stent, loading frame can move up and down, load deflection controllable-rate；The loading end fixture is installed on loading frame
In the following, for gripping prefabricated pile；The base is packed in the bottom of stent；The model test groove is packed on base,
Mud is filled with model test groove；The bottom of the prefabricated pile is provided with a resettlement groove；The side of prefabricated pile formed with
Data line trenches, for burying stake end strain gauge data cable；A steel bar column is provided with the top of prefabricated pile, the steel bar column
Clamped by loading frame fixture；When measuring, the lower end of the prefabricated pile is stretched into the mud in the model test groove；It is described
Sensor, which measures harvester, includes displacement sensor, stake top strain gauge, stake end strain gauge and data collecting instrument, institute
Displacement sensors and stake top strain gauge are arranged on loading frame in the following, and by displacement and stake top strain gauge data cable
It is connected with data collecting instrument；Stake end strain gauge is arranged in the resettlement groove, passes through stake end strain gauge data
Line is connected with data collecting instrument.
Preferably, the model test groove is transparent organic glass material, its section is circular or square, is tried in model
Annular or square ribs is set outside the groove body of check of foundation subsoil.And described annular or square ribs be provided with it is multiple, and along model
The short transverse of test flume is arranged at intervals.
Preferably, institute's displacement sensors and stake top strain gauge are arranged on loading frame fixture.
In addition, the prefabricated pile is internally provided with steel reinforcement cage, is conserved and be molded by concreting.
Preferably, the groove is arranged on the short side side wall of prefabricated pile, 1~2mm of groove depth.
After the completion of stake end strain gauge and its data cable are fixed, the groove is smoothed out by cement mortar.
The advantages of the utility model and have the beneficial effect that：
The utility model assembled underground continuous wall penetrating resistance test device, by indoor model test mode, is realized
Under different slurry conditions, the accurate measurement of the pile body side friction at different depth position and stake end stress.By to test
Data are processed further handling, and can obtain and consider that slurry condition and the end resistance of pile sinking effect of depth factor and stake side are rubbed
Resistance fitting formula, can realize on this basis prefabricated pile penetrating resistance it is quick, efficiently and accurately assess, and effectively avoid
The pile body being likely to occur in live pile sinking experiment can not be sunk to, pile sinking machinery mismatches, pile sinking depth deficiency or ultra-deep etc. one
Series of problems, reduces penetrating resistance assessment difficulty, can farthest ensure smoothly sinking to for assembled underground continuous wall, save
In-site modeling pile sinking expense is saved, its engineering demand and application prospect are very wide.
Brief description of the drawings
Fig. 1 is the overall structure diagram of the utility model assembled underground continuous wall penetrating resistance test device；
Fig. 2 is the structure diagram of the model test groove in Fig. 1；
Fig. 3 be the utility model test device in prefabricated pile structure diagram；
Fig. 4 A, 4B are the front view and top view of the slurry agitator used in the test device of the utility model respectively.
Wherein：
1：Stent 2：Loading frame 3：Base 4：Loading end fixture 5：Fixing bolt
6：Model test groove 7：Ribs 8：Mud 9：Prefabricated pile 10：Resettlement groove
11：Data line trenches 12：Steel bar column 13：Displacement sensor 14：Stake top strain gauge
15：Stake end strain gauge 16：Displacement and stake top strain gauge data cable
17：Stake end strain gauge data cable
18：Data collecting instrument 19：Slurry agitator chassis 20：Handle 21：Convection holes
Embodiment
The assembled underground continuous wall penetrating resistance test device of the utility model is by loading device, model test groove, pre-
Stake processed and sensor measure four part of harvester composition.Pass through the prefabricated sunk pile mistake under the unit simulation difference slurry condition
Journey gathers stake top stress and stake end stress, according to pile body vertical force equilibrium condition, may finally determine different slurry conditions and depth
The end resistance and pile side friction fitting formula at position are spent, so as to form the complete continuous penetrating resistance in assembled underground
Test and appraisal procedure.
The structure of the assembled underground continuous wall penetrating resistance test device of the utility model is carried out below in conjunction with the accompanying drawings
Describe in detail.
Referring to Fig. 1-Fig. 4 B, the assembled underground continuous wall penetrating resistance test device of the utility model includes loading and fills
Put, model test groove 6, prefabricated pile 9 and sensor measure four part of harvester.
The loading device includes stent 1, loading frame 2, base 3 and loading end fixture 4.Wherein, loading frame 2 is installed on branch
The top of frame 1, and can be to be moved up and down under different rates；Loading end fixture 4 is installed on below loading frame 2, for clamping
Fixed prefabricated pile 9；Base 3 is packed in the bottom of stent 1, is provided with the fixation spiral shell for fixed model test flume 6 on the base 3
Bolt 5.
Model test groove 6 preferably uses organic glass material, and the size of model test groove 6 should be the same as the headroom of stent 1 and pre-
The length matching of stake 9 processed, multi-turn ribs 7 is interval with the outer circumferential surface of model test groove 6 along short transverse.Tried in model
Mud 8 is filled with check of foundation subsoil 6, is stirred evenly after mud filling using slurry agitator.
Referring to Fig. 3, prefabricated pile 9 is poured using armored concrete, is used to test after maintenance shaping, in the pile body of prefabricated pile 9
Bottom is provided with an end strain gauge resettlement groove 10, the groove depth of resettlement groove 10 should with stake end strain gauge 15 quite/mutually fit
Should.Data line trenches 11 are laid with pile body side, for burying stake end strain gauge data cable 17, the depth of groove should be omited
More than the diameter of stake end strain gauge data cable 17, after the completion of stake end strain gauge 15 and its data cable fixation, should use
Cement mortar smoothes out data line trenches 11.The top of prefabricated pile 9 is provided with steel bar column 12, and steel bar column 12 is pressed from both sides by loading frame fixture 4
Hold, loading frame fixture 4 is capable of providing pushing and drawing load.Steel bar column 12 should go deep into the ruler that stake top is not less than prefabricated pile long side
It is very little, and entirety is formed with prefabricated pile 9 by cast-in-place method.
The sensor, which measures harvester, includes displacement sensor 13, stake top strain gauge 14, stake end stress sensing
Device 15 and data collecting instrument 18.Wherein, displacement sensor 13 and stake top strain gauge 14 are arranged on loading frame fixture 4, and
It is connected by displacement and stake top strain gauge data cable 16 with data collecting instrument 18；Stake end strain gauge 15 is arranged at prefabricated
In the resettlement groove 10 of 9 bottoms of stake, it is connected by stake end strain gauge data cable 17 with data collecting instrument 18.
Referring to Fig. 4 A and 4B, slurry agitator is made of slurry agitator chassis 19 and 20 two parts of handle, chassis 19
Diameter should be slightly less than the internal diameter of model test groove 6, multiple convection holes 21 are provided with chassis 19 so that filled in model test groove 6
The mud 8 filled out can stir evenly completely, and 20 height of handle should be greater than the height of model test groove 6.
Model groove size, the prefabricated pile size of assembled underground continuous wall penetrating resistance test device should be according to loading devices
The headroom and loading frame moving range of stent determine.According to assembled underground continuous wall site operation size, according to same ratio
Pile body is reduced, makes prefabricated pile formwork for placing and prefabricated pile framework of steel reinforcement, it is pre- to make model test using concreting method
Stake processed, mud, calibration loading device displacement sensor, stake top stress sensing are configured by the pre- grooving slurry condition control range in scene
Device and the strain gauge sensitivity of stake end.After having inspected, pile sinking experiment is carried out, by default pile settlement rate, by pile body
Mud is pressed into, and records the stake top stress reading in pile driving process, stake end stress reading and shift value, passes through pile body vertical force
Equilibrium condition, obtains pile side friction and end resistance size under different slurry conditions and at pile sinking depth location, and establishes
Corresponding fitting formula, so as to meet the site assessment requirement of assembled underground continuous wall penetrating resistance.
Prefabricated pile is poured after maintenance is completed, each transducer calibration completion and data collecting instrument are verified, and starts assembled
The pile driving process experiment of diaphram wall.Concrete operations flow is as follows：
(1) sensor installation and debugging.Displacement sensor 13 and stake top strain gauge 14 are installed on loading device
The lower part of loading frame 2/(in the embodiment in figure 1, displacement sensor 13 and stake top strain gauge 14 are installed on loading frame below
On fixture 4)；Stake end strain gauge 15 is placed in the stake end strain gauge resettlement groove 10 of an end position, by data cable
It is embedded in the data line trenches reserved prefabricated pile side, is afterwards smoothed out data line trenches using cement mortar.Then, by position
Shifting and the data cable of stake top strain gauge and the data cable of stake end strain gauge are connected with data collecting instrument 18 respectively.
(2) pile body is fixed.The loading frame 2 of loading device is lifted to proper height, opens the loading end fixture of loading device
4, and the steel bar column 12 of 9 stake top of prefabricated pile is fixedly connected with loading end fixture 4, pile body will not during ensureing piling or pile pulling
Fall off or substantially rock.
(3) mud configuration is fixed with model test groove.According to the control of the pre- grooving slurry condition of assembled underground continuous wall
Scope configures the experiment mud under the same terms.After mud injection model test flume being tested, fully stirred using slurry agitator
Mix uniformly.After the completion of model test groove configuration mud, loading device stent is moved it to, by fixing bolt by model test groove
It is fixedly secured with loading device base.
(4) pile sinking is tested.Start-up loading device, prefabricated pile stake end are suspended after being displaced downwardly to mud surface, by displacement sensor,
Stake top strain gauge, stake end strain gauge are reset；Loading device is again started up, prefabricated pile body is sunk to by mould with constant rate of speed
In mud in type test flume, pile body is recorded by data collecting instrument and sinks to displacement, stake top stress and stake end stress；When pile body is complete
After sinking to entirely, suspend loading device, after experimental data is preserved, upward start-up loading device, prefabricated pile body is extracted.
(6) test apparatus is cleared up.After the completion of one group of pile sinking experiment, the fixing bolt on bearing is unclamped first, model is tried
Check of foundation subsoil is removed, and clears out whole mud in model test groove；Pile body surface mud is removed afterwards, ensures the stake before each on-test
Body surface face and model test behaviour are in clean conditions.
(5) data processing.After the completion of pile sinking experiment, pile sinking experimental data processing, the pile sinking in pile driving process are carried out
Displacement data, stake top stress data and stake end stress data, by pile body vertical force equilibrium condition, it is lateral that conversion obtains pile body
Frictional resistance, can access the corresponding end resistance of different pile sinking depth and pile side friction, afterwards by follow-up data statistics side
Method obtains end resistance under different slurry conditions and is closed on pile sinking depth and the fit correlation formula and pile side friction of mud balance
In the fit correlation formula of mud balance, thus, the corresponding shaft resistance of difference pile sinking depth in actual pile driving process also can obtain
Power and end resistance, and the further pressure of sinking pile scope of Forecast and Estimate assembled underground continuous wall pile driving process.
Claims (6)
- A kind of 1. assembled underground continuous wall penetrating resistance test device, it is characterised in that：Including loading device, model test groove (6), prefabricated pile (9) and sensor measure harvester,The loading device includes stent (1), loading frame (2), base (3) and loading end fixture (4), loading frame (2) peace Mounted in the top of stent (1), and can be to be moved up and down under different rates；The loading end fixture (4) is installed on loading frame (2) In the following, for gripping prefabricated pile (9)；The base (3) is packed in the bottom of stent (1)；The model test groove (6) is packed on base (3), and mud (8) is filled with model test groove (6)；The bottom of the prefabricated pile (9) is provided with a resettlement groove (10)；In the side of prefabricated pile (9) formed with data line trenches (11), for burying stake end strain gauge data cable (17)；A steel bar column (12) is provided with the top of prefabricated pile (9), should Steel bar column (12) is clamped by loading frame fixture (4)；When measuring, the model test is stretched into the lower end of the prefabricated pile (9) In mud (8) in groove (6)；The sensor, which measures harvester, includes displacement sensor (13), stake top strain gauge (14), stake end stress sensing Device (15) and data collecting instrument (18), institute's displacement sensors (13) and stake top strain gauge (14) are arranged on loading frame (2) In the following, and it is connected by displacement and stake top strain gauge data cable (16) with data collecting instrument (18)；Stake end stress passes Sensor (15) is arranged in the resettlement groove (10), is connected by stake end strain gauge data cable (17) and data collecting instrument (18) Connect.
- 2. assembled underground continuous wall penetrating resistance test device according to claim 1, it is characterised in that：The model Test flume (6) is transparent organic glass material, its section is circular or square, is set outside the groove body of model test groove (6) Annular or square ribs.
- 3. assembled underground continuous wall penetrating resistance test device according to claim 2, it is characterised in that：The annular Or square ribs be provided with it is multiple, and along model test groove (6) short transverse be arranged at intervals.
- 4. assembled underground continuous wall penetrating resistance test device according to claim 1, it is characterised in that：The displacement Sensor (13) and stake top strain gauge (14) are arranged on loading frame fixture (4).
- 5. assembled underground continuous wall penetrating resistance test device according to claim 1, it is characterised in that：It is described prefabricated Stake (9) is internally provided with steel reinforcement cage, is conserved and is molded by concreting.
- 6. assembled underground continuous wall penetrating resistance test device according to claim 5, it is characterised in that：The groove (11) it is arranged on the short side side wall of prefabricated pile (9), 1~2mm of groove depth.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720972544.3U CN207331781U (en) | 2017-08-06 | 2017-08-06 | A kind of assembled underground continuous wall penetrating resistance test device |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720972544.3U CN207331781U (en) | 2017-08-06 | 2017-08-06 | A kind of assembled underground continuous wall penetrating resistance test device |
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| CN207331781U true CN207331781U (en) | 2018-05-08 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107503384A (en) * | 2017-08-06 | 2017-12-22 | 中国铁路设计集团有限公司 | Assembled underground continuous wall penetrating resistance test device |
| CN112267497A (en) * | 2019-12-10 | 2021-01-26 | 云南大学 | Vibration pile sinking simulation test system |
-
2017
- 2017-08-06 CN CN201720972544.3U patent/CN207331781U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107503384A (en) * | 2017-08-06 | 2017-12-22 | 中国铁路设计集团有限公司 | Assembled underground continuous wall penetrating resistance test device |
| CN112267497A (en) * | 2019-12-10 | 2021-01-26 | 云南大学 | Vibration pile sinking simulation test system |
| CN112267497B (en) * | 2019-12-10 | 2021-11-09 | 云南大学 | Vibration pile sinking simulation test system |
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