CN205502092U - Testing arrangement of bored concrete pile burden frictional resistance neutral point in deep back filling - Google Patents
Testing arrangement of bored concrete pile burden frictional resistance neutral point in deep back filling Download PDFInfo
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- CN205502092U CN205502092U CN201620188284.6U CN201620188284U CN205502092U CN 205502092 U CN205502092 U CN 205502092U CN 201620188284 U CN201620188284 U CN 201620188284U CN 205502092 U CN205502092 U CN 205502092U
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Abstract
The utility model belongs to the technical field of the geotechnical engineering test and specifically relates to testing arrangement of bored concrete pile burden frictional resistance neutral point in deep back filling, its characterized in that: testing arrangement is at least including a plurality of pile body settlement measurement of group devices and stake zhou tuti settlement measurement device, pile body settlement measurement device is laid in the pile body of bored concrete pile, stake zhou tuti settlement measurement device is laid among the bored concrete pile pile body outlying stake zhou tuti, pile body settlement measurement device is used for measuring the settling amount of each cross -section department of bored concrete pile, stake zhou tuti measuring device is used for measuring the settling amount of each degree of depth department of stake zhou tuti. The utility model has the advantages that: but the position of specified neutral point receives the environmental impact less, and test method is simple, the data stabilization, and the cost is lower, more has the practicality, maneuverability, the long -term monitoring of being convenient for, application scope is wide.
Description
Technical field
This utility model relates to Geotechnical Engineering field tests, the test device of bored concrete pile negative friction neutral point in the deepest backfill soil.
Background technology
In the last few years, China extensively builds engineering construction in coastal area, and these areas often large area is dispersed with the deep & thick silt and muck soil that water content is high, compressibility is high, intensity is low, in order to meet the needs of superstructure load, often want large area backfill soil, along with the bigger consolidation settlement recently backfilling soil generation, Pile side can produce bigger negative friction, effect is dragged under pile body is produced, make pile damage, effective bearing capacity of pile body reduces, and building basis also can be caused to produce differential settlement.If failing adequately and reasonably to consider the impact of negative friction during design, it will bring huge potential safety hazard to engineering project.
Determine the negative friction that stake is produced that bankets it may first have to the position of neutral point to be determined.So-called neutral point, refers on the stake section of a certain degree of depth, and the sedimentation of pile body and the sedimentation of soil around pile are equal.For common engineering, empirical equation in technical code for building pile foundation is generally used to determine, but owing to the negative friction Depth of Neutral factor that is affected is a lot, such as soil around pile characteristic, pile-end soil characteristic etc., and lack corresponding engineering experience and deep theoretical research, it is difficult to during design accurately calculate.Simultaneously because the position of pile-side negative friction neutral point can be moved along with surrounding soil settlement, needs scene carries out long term monitoring and dynamically analyzes, but in existing specification not clear stipulaties to the on-the-spot test of negative friction foundation pile and long term monitoring methods.
At present, the test of research single pile Internal forces is directed to piling bar and concrete precast pile more, and the research about bored concrete pile is the most few.Most common method is to install strain gauge transducer at pile body; strain gauge is attached on main muscle surface; but due to sensor itself higher to environmental requirement (temperature, water, wire length etc.); it is easily subject to considerable influence; and be difficult to during construction protect reasons such as (being prone to come off); test result is often difficult to reach perfect condition, and meanwhile, the method is difficult to accurately record the sedimentation of pile body different section.
Summary of the invention
The purpose of this utility model is according to above-mentioned the deficiencies in the prior art, provide the test device of bored concrete pile negative friction neutral point in deep backfill soil, by respectively to pile peripheral earth and pile body settlement measurement, determine the position of notional neutral point, the result of the most comprehensive pile shaft force test, determines the accurate location of neutral point.
This utility model purpose realizes being completed by techniques below scheme:
The test device of bored concrete pile negative friction neutral point in a kind of deep backfill soil, it is characterized in that: described test device at least includes some groups of pile body settlement measuring devices and pile peripheral earth settlement measuring device, described pile body settlement measuring device is laid in the pile body of bored concrete pile, and described pile peripheral earth settlement measuring device is laid among the pile peripheral earth that described bored concrete pile pile body is peripheral；Described pile body settlement measuring device is for measuring the settling amount of each section of described bored concrete pile, and described pile peripheral earth measurement apparatus is for measuring the settling amount of each depth of described pile peripheral earth.
Described test device also includes axle force measuring device, described axle force measuring device is fixedly mounted on the main muscle of described bored concrete pile, and the sectional position of the described bored concrete pile measured by described pile body settlement measuring device matches corresponding with the sectional position of the described bored concrete pile installed residing for described axle force measuring device.
Installed position at described axle force measuring device has been arranged symmetrically with pile body settlement measuring device described in two groups.
Described pile body settlement measuring device includes displacement protection pipe and the displacement bar with a scale being laid in described displacement protection pipe, and described displacement protection pipe is fixedly mounted on the main muscle of described bored concrete pile；Described axle force measuring device is Reinforcement Stress-count, and described Reinforcement Stress-count is fixedly mounted on the main muscle of described bored concrete pile.
If described pile peripheral earth settlement measuring device includes a delaminating deposition pipe and dry deposition magnet ring, described sedimentation magnet ring is laid in the periphery of described delaminating deposition pipe, uniform intervals between some described sedimentation magnet rings.
The utility model has the advantages that:
1, measurement result is the most direct, directly perceived, the most more reliable, can record the settling amount of pile body different section.More the settling amount of pile body different section is taked to organize displacement bar mode and is measured, and moves protection pipe in displacement bar peripheral hardware set, the above concrete parts of Measure section can be avoided to contact with the direct of displacement bar so that record result and be the theoretical sedimentation value of this section.
2, the device used, such as Reinforcement Stress-count, displacement bar, delaminating deposition pipe etc., affected by environment less, method of testing is simple, and data stabilization, cost is relatively low, has more practicality, it is simple to long term monitoring.
3, by measuring the native sedimentation of stake and pile shaft force comprehensive descision neutral point position rather than by the method for single-measurement pile shaft force so that the position of neutral point is more accurately and reliably.
4, can be used for the long term monitoring of neutral point position, applied widely, general bored concrete pile is all suitable for, more practicality, operability.
Accompanying drawing explanation
Fig. 1 is horizontal layout schematic diagram of the present utility model；
Fig. 2 is that the first section of the present utility model arranges schematic diagram；
Fig. 3 is that the second section of the present utility model arranges schematic diagram；
Fig. 4 is the mouth of pipe and the structural representation of displacement bar of displacement protection pipe in this utility model；
Fig. 5 is the top view of Fig. 4；
Fig. 6 is the structural representation at the bottom of pipe of displacement protection pipe in this utility model；
Fig. 7 is the top view of Fig. 6；
Fig. 8 is the mounting structure schematic diagram of Reinforcement Stress-count in this utility model；
Fig. 9 is the structural representation of delaminating deposition pipe in this utility model.
Detailed description of the invention
This utility model feature and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, in order to the understanding of technical staff of the same trade:
As shown in figs 1-9, in figure, labelling 1-24 is expressed as: the soil body 1, bored concrete pile pile concrete 2, Reinforcement Stress-count 3, bored concrete pile lengthways main steel bar 4, displacement protection pipe bottom 5, displacement protection pipe 6, thin tied silk 7, displacement bar 8, Reinforcement Stress-count holding wire 9, delaminating deposition pipe bottom 10, delaminating deposition pipe 11, sedimentation magnet ring 12, locating ring 13, steel plate 14, brick 15, delaminating deposition pipe top cover 16, interior stirrup 17, outer stirrup 18, scale 19, wax candle oil 20, weld seam 21, butt tube 22, screw 23, water-proofing treatment region 24.
Embodiment: in the present embodiment, in deep backfill soil, the test device of bored concrete pile negative friction neutral point includes Reinforcement Stress-count 3, displacement protection pipe 6, displacement bar 8 and delaminating deposition pipe 11; wherein Reinforcement Stress-count 3 is used for measuring the axle power of bored concrete pile as axle force measuring device; displacement protection pipe 6 and displacement bar 8 are as pile body settlement measuring device for measuring the settling amount at bored concrete pile different cross section, and delaminating deposition pipe 11 is used for measuring the settling amount at pile peripheral earth different depth as pile peripheral earth settlement measuring device.
As in figure 2 it is shown, bored concrete pile is laid among the soil body 1, its bored concrete pile pile concrete 2 is positioned at below the surface of the soil body 1, and its bored concrete pile lengthways main steel bar 4 is between interior stirrup 17 and outer stirrup 18.After the steel reinforcement cage colligation of bored concrete pile completes, choose two symmetrical bored concrete pile lengthways main steel bars 4 in steel reinforcement cage, and along the length direction uniform intervals layout Reinforcement Stress-count 3 of bored concrete pile lengthways main steel bar 4.Reinforcement Stress-count holding wire 9 protects the space up colligation between pipe 6 to fix along bored concrete pile lengthways main steel bar 4 and displacement, prevents pile body from being touched by tremie and destroying when pouring.
As shown in Figure 1, Figure 2 and Figure 3; displacement is protected pipe 6 be symmetrically arranged in pile body; in pile body, the section of each layout Reinforcement Stress-count 3 is arranged symmetrically with two displacement protection pipes 6, in order to take average to reduce error when measuring the settling amount at bored concrete pile different cross section.Displacement protection pipe 6 is fixed on the inner side of bored concrete pile lengthways main steel bar 4 by the colligation of thin tied silk 7; its bottom is consistent with sensor center position in Reinforcement Stress-count 3; the adaptation it is to say, the sectional position of the bored concrete pile that displacement protection is measured by pipe 6 and the sectional position residing for Reinforcement Stress-count 3 coincide.When being disposed with some Reinforcement Stress-count 3 on bored concrete pile lengthways main steel bar 4, just can arrange the some group displacement protection pipes 6 corresponding with the quantity of Reinforcement Stress-count 3 in pile body, often group displacement protection pipe 6 includes two displacement protection pipes.
As shown in Fig. 2, Fig. 4 and Fig. 5; it is placed with displacement bar 8 in the inside of displacement protection pipe 6; there is on displacement bar 8 scale 19; in use, in each displacement protection pipe 6, displacement bar 8 with a scale is put into, after it is stable; record the scale value on the displacement bar 8 that displacement protection pipe 6 mouth of pipe is corresponding; meanwhile, use electronic level to carry out the level measurement of each displacement protection pipe 6 mouth of pipe, absolute altitude and its absolute settlement amount in the different cross section of pile body can be calculated.
As depicted in figs. 1 and 2, delaminating deposition pipe 11 is arranged among the soil body 1 that bored concrete pile is peripheral, being provided with some locating rings 13 on delaminating deposition pipe 11, locating ring 13 is for determining that the installation site settling magnet ring 12 connection completing to settle between magnet ring 12 and delaminating deposition pipe 11 are fixed.If dry deposition magnet ring 12 is arranged along the length direction uniform intervals of delaminating deposition pipe 11.In use, the initial absolute altitude of delaminating deposition pipe 11 mouth of pipe is measured by electronic level, using laminated settlement meter to survey the absolute altitude away from the mouth of pipe reading each sedimentation magnet ring 12 again, can calculate absolute altitude and its absolute settlement amount of soil layer at this, the sedimentation in same cross section measures average.
When test device in using the present embodiment carries out the test of bored concrete pile negative friction neutral point in deep backfill soil, record delaminating deposition pipe 11 and the absolute altitude on each group of displacement protection pipe 6 top by high-accuracy electronic level every time, then the sedimentation of soil layer at pile peripheral earth different depth is analyzed by laminated settlement meter measurement, analyzed by the scale 19 on displacement bar 8 and draw sedimentation at the pile body different cross section of bored concrete pile, draw out the sedimentation versus time curve in pile body cross section at different depth, add each soil layer of pile peripheral earth subsidence curve in time in pile body length range, both point of intersection are notional neutral point position, the neutral point position gone out in combination with the test result analysis of pile shaft force, and then contrast draws the accurate location of neutral point.
The present embodiment is in the specific implementation: the spacing between the Reinforcement Stress-count 3 arranged in uniform intervals may be selected to be 3m-4m, to ensure the accuracy that axle power is measured.Fix connecting between Reinforcement Stress-count 3 and bored concrete pile lengthways main steel bar 4 and can first will need on bored concrete pile lengthways main steel bar 4 to arrange that the reinforcing bar at Reinforcement Stress-count 3 sensing station blocks, two-sided welding mode is used to be welded on bored concrete pile lengthways main steel bar 4 by Reinforcement Stress-count 3 again, weld seam 21 is formed between Reinforcement Stress-count 3 and lengthways main steel bar 4, as shown in Figure 8, the length of weld seam 21 is satisfied with the requirement of bonding strength between the two.When Reinforcement Stress-count 3 is welded on bored concrete pile lengthways main steel bar 4, constantly weld (position of weld seam 21) should be cooled down, in order to avoid the temperature of weld seam 21 is too high and affect the precision of Reinforcement Stress-count 3.
Every Reinforcement Stress-count holding wire 9 should have the label of the degree of depth and numbering in its joint adhesive tape, it is simple to test record every time.
After rig completes hole for grout pile; the measurement in pile body stake footpath should be carried out immediately, with sinking in hole by steel reinforcement cage, carry out pile body casting concrete; the displacement protection top of pipe 6 and bottom are all carried out encapsulation process, prevents the reinforcement materials such as concrete from entering the putting into of displacement bar 8 of impact with a scale 19.It is said that in general, displacement protection pipe bottom 5 can be used to cover in the bottom of displacement protection pipe 6, and using wax candle oil 20 to carry out encapsulation process, as shown in Figure 6 and Figure 7, thus when preventing from pouring pile body, the material such as mud enters the inside of displacement protection pipe 6.Meanwhile, displacement is protected the top of pipe 6 be also adopted by top cover to cover, it is to avoid slurry enters.Similarly, as shown in Figures 2 and 3, the top of delaminating deposition pipe 11 and bottom are also respectively adopted delaminating deposition pipe top cover 16 and delaminating deposition pipe bottom 10 seals, and prevent construction material from entering into the inside of delaminating deposition pipe 11.
The method that displacement protection pipe 6 uses outer cover butt tube to add screw connects (such as Fig. 7), and joint uses adhesive waterproof tape to carry out parcel and does water-proofing treatment simultaneously, in case cement slurry etc. enter.
Owing to the length of delaminating deposition pipe 11 needs to meet the actual demand of test, i.e. long not less than the stake of bored concrete pile, to analyze the sedimentation of soil layer at the pile peripheral earth different depth in the range of grout pile length, therefore delaminating deposition pipe 11 can take the splicing construction of stagewise to meet needs.As shown in Figure 9, it is provided with butt tube 22 between the head and the tail two ends of two delaminating deposition pipes 11, it is peripheral that butt tube 22 is set in two delaminating deposition pipe 11 connecting portions, and butt tube 22 is connected between end by screw 23 connection fixing respectively with two so that two delaminating deposition pipes 11 connect fixing formation one by butt tube 22.In order to ensure the sealing of connecting portion, it is to avoid the inflow of subsoil water, water-proofing treatment region 24 is set in the periphery of butt tube 22 and two delaminating deposition pipe 11 connecting portions.Water-proofing treatment region 24 typically can be formed by the way of parcel adhesive waterproof tape or suit sealing ring.Similarly, owing to the length of displacement protection pipe 6 is also required to meet the actual demand of test, therefore displacement protection pipe 6 can also be made with reference to the version of delaminating deposition pipe 11.
Building enclosure can be built by laying bricks or stones around bored concrete pile pile body and delaminating deposition pipe 11, as shown in Figure 1, Figure 2 and Figure 3, building enclosure includes steel plate 14 and brick 15, brick 15 semiclosed ground brick work is peripheral at pile body and delaminating deposition pipe 11, steel plate 14 covers above brick 15, close with the semiclosed brick work that brick 15 is surrounded, it is to avoid test device during long term monitoring and destroyed.
In addition to using displacement bar 8, it is also possible on the top of the outer wall of displacement bar 6, paste plastics rule along shaft, it is simple to directly read the differential settlement of displacement bar relative displacement protection pipe, it is to avoid the error caused is measured in vertical rod on displacement bar every time.
Although design and the embodiment of this utility model purpose is elaborated by above example referring to the drawings; but those of ordinary skill in the art will be consequently realised that; under the precondition limiting scope without departing from claim; still this utility model can be made various modifications and variations; as: displacement is protected pipe 6 and the concrete structure of delaminating deposition pipe 11, various seal means, is gone along with sb. to guard him means etc., therefore repeats the most one by one at this.
Claims (5)
1. the test device of bored concrete pile negative friction neutral point in a deep backfill soil, it is characterized in that: described test device at least includes some groups of pile body settlement measuring devices and pile peripheral earth settlement measuring device, described pile body settlement measuring device is laid in the pile body of bored concrete pile, and described pile peripheral earth settlement measuring device is laid among the pile peripheral earth that described bored concrete pile pile body is peripheral；Described pile body settlement measuring device is for measuring the settling amount of each section of described bored concrete pile, and described pile peripheral earth measurement apparatus is for measuring the settling amount of each depth of described pile peripheral earth.
The test device of bored concrete pile negative friction neutral point in a kind of deep backfill soil the most according to claim 1, it is characterized in that: described test device also includes axle force measuring device, described axle force measuring device is fixedly mounted on the main muscle of described bored concrete pile, and the sectional position of the described bored concrete pile measured by described pile body settlement measuring device matches corresponding with the sectional position of the described bored concrete pile installed residing for described axle force measuring device.
The test device of bored concrete pile negative friction neutral point in a kind of deep backfill soil the most according to claim 2, it is characterised in that: the installed position at described axle force measuring device has been arranged symmetrically with pile body settlement measuring device described in two groups.
4. according to the test device of bored concrete pile negative friction neutral point in a kind of deep backfill soil described in Claims 2 or 3; it is characterized in that: described pile body settlement measuring device includes displacement protection pipe and the displacement bar with a scale being laid in described displacement protection pipe, described displacement protection pipe is fixedly mounted on the main muscle of described bored concrete pile；Described axle force measuring device is Reinforcement Stress-count, and described Reinforcement Stress-count is fixedly mounted on the main muscle of described bored concrete pile.
The test device of bored concrete pile negative friction neutral point in a kind of deep backfill soil the most according to claim 1, it is characterized in that: if described pile peripheral earth settlement measuring device includes a delaminating deposition pipe and dry deposition magnet ring, described sedimentation magnet ring is laid in the periphery of described delaminating deposition pipe, uniform intervals between some described sedimentation magnet rings.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201620188284.6U CN205502092U (en) | 2016-03-11 | 2016-03-11 | Testing arrangement of bored concrete pile burden frictional resistance neutral point in deep back filling |
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| CN201620188284.6U CN205502092U (en) | 2016-03-11 | 2016-03-11 | Testing arrangement of bored concrete pile burden frictional resistance neutral point in deep back filling |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106592652A (en) * | 2016-12-27 | 2017-04-26 | 中船第九设计研究院工程有限公司 | Test method for ultimate bearing capacity of cast-in-situ bored uplift pile in deep foundation pit |
| CN113237773A (en) * | 2021-05-25 | 2021-08-10 | 聊城大学 | Mechanical test device and method for simulating pile end resistance and neutral point change |
| CN115075309A (en) * | 2022-07-27 | 2022-09-20 | 河海大学 | System and method for testing axial force and side friction resistance of pile body |
-
2016
- 2016-03-11 CN CN201620188284.6U patent/CN205502092U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106592652A (en) * | 2016-12-27 | 2017-04-26 | 中船第九设计研究院工程有限公司 | Test method for ultimate bearing capacity of cast-in-situ bored uplift pile in deep foundation pit |
| CN106592652B (en) * | 2016-12-27 | 2019-01-11 | 中船第九设计研究院工程有限公司 | A kind of ultimate bearing force test method of deep basal pit internal drilling perfusion uplift pile |
| CN113237773A (en) * | 2021-05-25 | 2021-08-10 | 聊城大学 | Mechanical test device and method for simulating pile end resistance and neutral point change |
| CN115075309A (en) * | 2022-07-27 | 2022-09-20 | 河海大学 | System and method for testing axial force and side friction resistance of pile body |
| CN115075309B (en) * | 2022-07-27 | 2023-08-18 | 河海大学 | Pile shaft axial force and side friction resistance testing system and method |
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