CN114197545B - Test method for simulating precast pile hammering pile sinking - Google Patents
Test method for simulating precast pile hammering pile sinking Download PDFInfo
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- CN114197545B CN114197545B CN202111497313.9A CN202111497313A CN114197545B CN 114197545 B CN114197545 B CN 114197545B CN 202111497313 A CN202111497313 A CN 202111497313A CN 114197545 B CN114197545 B CN 114197545B
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- 238000010998 test method Methods 0.000 title claims abstract description 10
- 239000002689 soil Substances 0.000 claims description 66
- 239000000523 sample Substances 0.000 claims description 42
- 239000011435 rock Substances 0.000 claims description 23
- 229910052602 gypsum Inorganic materials 0.000 claims description 19
- 239000010440 gypsum Substances 0.000 claims description 19
- 239000012528 membrane Substances 0.000 claims description 18
- 238000000034 method Methods 0.000 claims description 16
- 230000035515 penetration Effects 0.000 claims description 15
- 238000012360 testing method Methods 0.000 claims description 11
- 238000005070 sampling Methods 0.000 claims description 10
- 238000010276 construction Methods 0.000 claims description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 238000004080 punching Methods 0.000 claims description 7
- OSGAYBCDTDRGGQ-UHFFFAOYSA-L calcium sulfate Chemical compound [Ca+2].[O-]S([O-])(=O)=O OSGAYBCDTDRGGQ-UHFFFAOYSA-L 0.000 claims description 6
- 230000000149 penetrating effect Effects 0.000 claims description 6
- 230000000452 restraining effect Effects 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 4
- 230000001133 acceleration Effects 0.000 claims description 3
- 238000011161 development Methods 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 239000002985 plastic film Substances 0.000 claims description 3
- 229920006255 plastic film Polymers 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 238000013461 design Methods 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 230000003068 static effect Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- 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
- E02D5/24—Prefabricated piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/02—Placing by driving
- E02D7/06—Power-driven drivers
- E02D7/08—Drop drivers with free-falling hammer
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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)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention belongs to the technical field of foundation engineering, and relates to a test method for simulating the hammering and pile sinking of a precast pile.
Description
The technical field is as follows:
the invention belongs to the technical field of foundation engineering, and relates to a test method for simulating the hammering pile sinking of a precast pile, which can simulate the pile driving process in a soil layer, particularly weathered rocks, can accurately record the hammering number and the penetration depth in the pile driving process, accurately calculate the pile driving energy, and simultaneously observe the influence on the deformation of a rock-soil body around the pile in the construction process of the precast pile.
Background art:
the hammering pile sinking is a method for driving a precast pile into a predetermined depth or bearing stratum by using the impact energy of a pile hammer to overcome the resistance of soil around the pile, and is widely used because of the advantages of convenient hoisting and positioning and high pile driving efficiency. At present, after pile driving is hammered on site, if the disturbance degree of the hammered pile driving to the soil body of a bearing stratum needs to be observed, the influence of a hammering method on the bearing performance of a pile foundation is researched, the pile is taken out in a common method, then a rock-soil core sample around the pile or at the pile end is drilled, the damage condition of the soil body around the pile can be observed, and the possibility of secondary disturbance damage to the rock/soil core sample in the pile taking and core drilling processes cannot be eliminated in the process.
In addition, the penetration degree control is required to be accurate for hammering pile sinking, however, the pile body of the hammering pile sinking is driven into the stratum by adopting a continuous hammering mode, hammering construction has the characteristics of long duration, high speed and high energy, the relation between hammering energy and hammering number and penetration depth cannot be accurately obtained, the existing static sounding test can roughly simulate static pressure pile sinking, but perpendicularity in the penetration process is difficult to guarantee, and the damage condition of rock and soil bodies around the pile cannot be observed. Therefore, it is urgently needed to design a test device and a method for simulating the hammering and pile sinking of the precast pile.
The invention content is as follows:
the invention aims to overcome the defects in the prior art, and designs a test method for simulating the hammering pile sinking of a precast pile, which not only can ensure the verticality of the precast pile in the process of simulating the hammering pile sinking, but also can observe the damage condition of the soil body around the pile after pile sinking in real time.
In order to achieve the purpose, the invention is realized in a test device for simulating the hammering and pile sinking of the precast pile, and the specific process is as follows:
(1) Drilling and sampling at a construction site to obtain a sampling rock core, and wrapping the sampling rock core by using a plastic film to prevent water loss;
(2) Processing the on-site sampling rock core by using a soil cutting knife to obtain undisturbed soil, and enabling the upper end and the lower end of the undisturbed soil 1 to be horizontal without cracks and dents;
(3) Wrapping undisturbed soil by using the first split film and the second split film, binding firmly by using a pipe clamp, and then placing on a rigid base to simulate boundary conditions of the precast pile during hammering construction;
(4) Covering the top cover on the first split film and the second split film, inserting the upright rod into the groove of the top cover and screwing the nut, so that the rigid base and the top cover are connected into a whole to prevent relative dislocation of the rigid base and the top cover;
(5) Inserting the probe with the scale into the guide hole of the top cover and keeping the probe vertical, lifting the core penetrating hammer to enable the core penetrating hammer to freely fall along the guide rod, repeatedly hammering the hammer pad along with the core penetrating hammer, and sending the probe with the scale into original soil;
(6) Recording the weight of the through hammer, the height of each hammer, the height of a drop hammer and the falling depth of a probe with a scale, calculating the hammering energy according to E = mgh, recording the penetration degree, namely the falling depth of the probe with the scale in every ten hammers, and determining the penetration degree according to the hammering number and the penetration depth so as to judge the property and the bearing capacity index of the rock-soil layer, wherein m is the weight of the through hammer, and g is the gravity acceleration of 10m/s 2 H is a punching hammer, and the falling distance height is 400mm;
(7) After the sinking depth of the scale probe is 8-9 cm, the scale probe is regarded as being hammered, the scale probe is slowly pulled out, then calcium sulfate is added with water and mixed to prepare gypsum, the gypsum is injected along the hole wall, after the gypsum is solidified for 4-5 min, the undisturbed soil is cut along the gap between the first split film and the second split film, the gypsum and the soil scraps of the rock and soil mass around the gypsum are cleaned by a brush, and the influence of pile sinking (the crack development condition of the rock and soil mass around the gypsum) is observed by an electronic magnifier.
Further, the test device of simulation precast pile hammering pile sinking includes original state soil restraint device and hammering device two parts, wherein original state soil restraint device includes original state soil, the top cap, first run-off half membrane, second run-off half membrane, the pipe strap, rigid base, pole setting and nut, the hammering device is connected gradually by the handle, the guide arm, the punching hammer, the hammer pad and take scale probe top-down to constitute, first run-off half membrane and second run-off half membrane pass through the pipe strap to be fixed, original state soil is arranged in the cavity that first run-off half membrane and second run-off half membrane enclose and is placed on rigid base, rigid base is last to be equipped with the pole setting, the top of pole setting is equipped with the screw thread, the top cap has been put at the top of original state soil, the top cap passes the pole setting and passes through the nut fixed.
Furthermore, the rigid base is a cylinder, and the four vertical rods are distributed on the rigid base in a cross shape.
Furthermore, the thickness of the top cover is 10cm, a round hole which is 1mm larger than the diameter of the probe with the scale is arranged at the center of the top cover and is used as a guide hole, and the probe with the scale is inserted into the guide hole when the top cover is used; the periphery of the top cover is provided with a groove corresponding to the position and the size of the upright rod.
Further, the diameter ratio of the graduated probe to the undisturbed soil is 1: 50-1.
Compared with the prior art, firstly, the diameter of undisturbed soil is far larger than that of a graduated probe, and the influence on the periphery of the undisturbed soil can be ignored in the penetration process; secondly, the thickness of the top cover ensures that the probe with the scale penetrates into undisturbed soil along the vertical direction due to sufficient rigidity and strength, and the rigid base and the top cover are integrated into a whole, so that relative dislocation cannot occur, and test errors are reduced; the method is simple and convenient to operate, can ensure accurate test results, can observe the influence of piling on peripheral rock-soil bodies, and provides reference for actual construction.
Description of the drawings:
fig. 1 is a structural view of undisturbed soil according to the present invention.
Fig. 2 is a structural view of the undisturbed soil restraining device of the present invention.
Fig. 3 is a sectional view of the undisturbed soil restraining device 1-1 of the present invention.
Fig. 4 is a structural view of the hammering apparatus according to the present invention.
Fig. 5 is a structural view of the first split film 3 and the second split film 4 according to the present invention.
Fig. 6 is a top view of the cap of the present invention.
Fig. 7 is a top view of the rigid base of the present invention.
Fig. 8 is a comparison of the presence of gypsum after cutting through undisturbed soil according to embodiments of the invention.
FIG. 9 is a graph of data showing the effect of water content on the number of simulated pile blows according to an embodiment of the present invention, wherein (a) is an unboiled rock sample and (b) is a soaked rock sample.
Fig. 10 is a graph illustrating the impact of hammering on pile tip soil disturbance according to an embodiment of the present invention.
The specific implementation mode is as follows:
the invention is further illustrated by the following examples in conjunction with the accompanying drawings.
Example 1:
this embodiment is for studying the influence that mud rock characteristic and hammering pile sinking are the pile foundation bearing capacity of mudstone to the holding power layer, adopts the test device of simulation precast pile hammering pile sinking to study the mudstone, and concrete process is:
the first step is as follows: drilling and coring (the diameter of the core is 89 mm) by using a 108 drill bit on a construction site to obtain a sampling core, and wrapping by using a plastic film to prevent water loss;
the second step is that: processing the on-site sampling rock core by using a soil cutting knife to obtain undisturbed soil 1, and enabling the upper end and the lower end of the undisturbed soil 1 to be horizontal without cracks or dents;
the third step: wrapping undisturbed soil 1 by using a first split film 3 and a second split film 4, binding firmly by using a pipe clamp 5 (with slight elasticity), and then placing on a rigid base 6;
the fourth step: covering the top cover 2 on the left split film 3 and the right split film 4, inserting the upright rod 7 into the groove of the top cover and screwing the nut 8, so that the base 6 and the top cover 2 are connected into a whole;
the fifth step: the probe 13 with the scale is inserted into the guide hole of the top cover 2 and kept vertical, the punching hammer 11 is lifted to freely fall along the guide rod 10, the hammer pad 12 is repeatedly hammered along with the punching hammer 11, and the probe 13 with the scale is sent into the rock mass.
And a sixth step: recording the weight of the through hammer 11, the height of each hammer, the height of each drop hammer and the falling depth of the probe 13 with the scale, calculating the hammering energy according to E = mgh, and recording the penetration degree, namely the falling depth of the probe 13 with the scale in each 10 hammers, wherein m is the weight of the through hammer 11, g is the gravity acceleration and 10m/s is taken 2 H is the punching hammer 11, and the falling distance height is 400mm;
the seventh step: the sinking depth of the graduated probe 13 is 8-9 cm, and then the graduated probe 13 is regarded as being hammered, the graduated probe 13 is slowly pulled out, then calcium sulfate is added with water and mixed to prepare gypsum, the gypsum is injected along the hole wall, after the gypsum is solidified for 4-5 min, undisturbed soil 1 is cut along the gap between the first split film 3 and the second split film 4, the gypsum and soil scraps of rock and soil bodies around the gypsum are cleaned by a brush, and the influence of pile sinking (the crack development condition of the rock and soil bodies around the gypsum) is observed by an electronic magnifier, as shown in fig. 8;
the eighth step: the analysis of test results, it is positive correlation relation that the penetration of pile sinking and sample core water content are found in the experiment, along with the increase of penetration depth, the stake side frictional resistance plays a role gradually, the penetration reduces step by step, accord with on-the-spot actual conditions, in addition, electron magnifying glass observation result shows that pile end rock and soil body has obvious horizontal oblique crack (other strong/well chemical rock does not have crack or the crack is not obvious) and pile foundation bearing layer is the area of mudstone, the phenomenon that the pile foundation bearing capacity is not enough often appears, it probably is relevant with pile circumference rock and soil body disturbance after hammering pile sinking to analyze its reason through the experiment, concrete result is as shown in fig. 9 and fig. 10.
Specifically, the test device for simulating the precast pile to hammer and sink the pile comprises two parts, namely an undisturbed soil restraining device and a hammering device, wherein the undisturbed soil restraining device comprises undisturbed soil 1, a top cover 2, a first split half-membrane 3, a second split half-membrane 4, a pipe clamp 5, a rigid base 6, an upright rod 7 and a nut 8, the hammering device is formed by sequentially connecting a handle 9, a guide rod 10, a punching hammer 11, a hammer pad 12 and a probe 13 with a scale from top to bottom, the first split half-membrane 3 and the second split half-membrane 4 are fixed through the pipe clamp 5, the undisturbed soil 1 is placed in a cavity enclosed by the first split half-membrane 3 and the second split half-membrane 4 and placed on the rigid base 6, the rigid base 6 is provided with the upright rod 7, the top end of the upright rod 7 is provided with threads, the top cover 2 is arranged on the top of the undisturbed soil, the top cover 2 penetrates through the upright rod 7 and is fixed through the nut 8, the rigid base 6 is a cylinder, and the four upright rods 7 are distributed in a cross shape on the rigid base 6; the thickness of the top cover 2 is 10cm, a round hole which is 1mm larger than the diameter of the probe 13 with the scale is arranged at the center of the top cover as a guide hole, and the probe 13 with the scale is inserted into the guide hole when in use; the periphery of the top cover 2 is provided with a groove corresponding to the position and the size of the upright stanchion; the diameter of the graduated probe 13 is 10mm, and the diameter of the undisturbed soil 1 is 89mm.
Claims (5)
1. The test method for simulating the pile driving and sinking of the precast pile is characterized by being realized in a test device for simulating the pile driving and sinking of the precast pile, and comprising the following specific processes:
(1) Drilling and sampling at a construction site to obtain a sampling rock core, and wrapping the sampling rock core by using a plastic film to prevent water loss;
(2) Processing the on-site sampling rock core by using a soil cutting knife to obtain undisturbed soil, and enabling the upper end and the lower end of the undisturbed soil to be horizontal without cracks and dents;
(3) Wrapping undisturbed soil by using a first split film and a second split film, binding firmly by using a pipe clamp, and then placing on a rigid base so as to simulate boundary conditions of the precast pile during hammering construction;
(4) Covering the top cover on the first split film and the second split film, inserting the upright rods into the grooves of the top cover, and screwing the nuts to connect the rigid base and the top cover into a whole to prevent relative dislocation of the rigid base and the top cover;
(5) Inserting the probe with the scale into the guide hole of the top cover and keeping the probe vertical, lifting the core penetrating hammer to enable the core penetrating hammer to freely fall along the guide rod, repeatedly hammering the hammer pad along with the core penetrating hammer, and sending the probe with the scale into undisturbed soil;
(6) Recording the weight of the through hammer, the height of each hammer, the height of a drop hammer and the falling depth of a graduated probe, calculating hammering energy according to E = mgh, recording the penetration degree, namely the falling depth of the graduated probe of every ten hammers, and determining the penetration degree according to the hammering number and the penetration depth so as to judge the properties and the bearing capacity index of a rock-soil layer, wherein m is the weight of the through hammer, and g is the gravity acceleration of 10m/s 2 H is a punching hammer, and the falling distance height is 400mm;
(7) After the sinking depth of the graduated probe is 8-9 cm, the graduated probe is regarded as being hammered, the graduated probe is slowly pulled out, calcium sulfate is added with water and mixed to prepare gypsum, the gypsum is injected along the hole wall, after the gypsum is solidified for 4-5 min, undisturbed soil is cut along the gap between the first split film and the second split film in a split mode, the gypsum and soil scraps of rock and soil bodies around the gypsum are cleaned through a hairbrush, and the crack development condition of the rock and soil bodies around the gypsum is observed through an electronic magnifier.
2. The test method for simulating the precast pile hammering and pile sinking as claimed in claim 1, wherein the test device for simulating the precast pile hammering and pile sinking comprises two parts, namely an undisturbed soil restraining device and a hammering device, wherein the undisturbed soil restraining device comprises undisturbed soil, a top cover, a first split half membrane, a second split half membrane, a pipe clamp, a rigid base, an upright rod and a nut, the hammering device is formed by sequentially connecting a handle, a guide rod, a through hammer, a hammer pad and a probe with a scale from top to bottom, the first split half membrane and the second split half membrane are fixed through the pipe clamp, the undisturbed soil is placed in a cavity defined by the first split half membrane and the second split half membrane and placed on the rigid base, the upright rod is arranged on the rigid base, the top end of the upright rod is provided with a thread, the top cover is placed on the top of the undisturbed soil, and the top cover penetrates through the upright rod and is fixed through the nut.
3. The test method for simulating hammered pile sinking of the precast pile as recited in claim 2, wherein the rigid base is a cylinder, and the four vertical rods are distributed in a cross shape on the rigid base.
4. The test method for simulating the hammering and pile sinking of the precast pile as recited in claim 2, wherein the thickness of the top cover is 10cm, a round hole with a diameter 1mm larger than that of the graduated probe is arranged at the center of the top cover to serve as a guide hole, and the graduated probe is inserted into the guide hole when in use; the periphery of the top cover is provided with grooves corresponding to the positions and the sizes of the vertical rods.
5. The test method for simulating hammered pile sinking of the precast pile according to claim 2, wherein the diameter ratio of the graduated probe to undisturbed soil is 1:50 to 1.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202111497313.9A CN114197545B (en) | 2021-12-09 | 2021-12-09 | Test method for simulating precast pile hammering pile sinking |
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| CN202111497313.9A CN114197545B (en) | 2021-12-09 | 2021-12-09 | Test method for simulating precast pile hammering pile sinking |
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| CN114197545A CN114197545A (en) | 2022-03-18 |
| CN114197545B true CN114197545B (en) | 2023-03-10 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114279812B (en) * | 2021-12-09 | 2024-05-03 | 青岛理工大学 | Test device for simulating pile sinking of precast pile hammering |
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| CN111926868A (en) * | 2020-06-12 | 2020-11-13 | 同创工程设计有限公司 | Simulation immersed tube stake end defect processing's work progress presentation device |
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2021
- 2021-12-09 CN CN202111497313.9A patent/CN114197545B/en active Active
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| JP2017090101A (en) * | 2015-11-05 | 2017-05-25 | 株式会社モニタリングサービス | Non-destructive inspection method and non-destructive inspection system of prefabricated concrete pile installed underground |
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| CN114279812B (en) * | 2021-12-09 | 2024-05-03 | 青岛理工大学 | Test device for simulating pile sinking of precast pile hammering |
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