CN108894258A - A kind of test method of multi-column pier foundation bearing ratio in piles and soils - Google Patents
A kind of test method of multi-column pier foundation bearing ratio in piles and soils Download PDFInfo
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- CN108894258A CN108894258A CN201810300789.0A CN201810300789A CN108894258A CN 108894258 A CN108894258 A CN 108894258A CN 201810300789 A CN201810300789 A CN 201810300789A CN 108894258 A CN108894258 A CN 108894258A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/08—Investigation of foundation soil in situ after finishing the foundation structure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/10—Miscellaneous comprising sensor means
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Soil Sciences (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a kind of test methods of multi-column pier foundation bearing ratio in piles and soils, this method is using displacement lifting device and inter-pile soil pressure cell, the displacement lifting device includes lifting actuator, displacement sensor, axle power meter, inner sleeve, outer sleeve, upper flange and lower flange, displacement sensor, axle power meter are connect with external displacement monitor, axle power monitor respectively, measure stake top mean stress F using axle power monitor0, the area for calculating stake top is S0, the inter-pile soil pressure cell is embedded in cushion cap bottom, and inter-pile soil pressure cell is connect with external pressure monitor, measures inter-pile soil mean stress F using pressure monitor1, the area for calculating inter-pile soil is S1；Bearing ratio in piles and soils K=(F of the cushion cap under different settling amounts0*S0)/(F1*S1).The present invention can quickly measure bearing ratio in piles and soils coefficient, can substantially reduce the group number of in-situ test or model test, and it is convenient to operate, and largely reduce test work load, reduce experimentation cost.
Description
Technical field
The invention belongs to pile foundation engineering technique fields, and in particular to a kind of test side of multi-column pier foundation bearing ratio in piles and soils
Method.
Background technique
With the development of Process of Urbanization Construction, large-scale multi-column pier foundation is using more and more extensive, and multi-column pier foundation is by vertical lotus
After load, due to cushion cap, stake, the interaction of soil, make the characters such as its pile side resistance, end resistance, sedimentation change and with list
Stake is different, and model test shows under certain condition with engineering measurement, the bearing capacity of a clump of piles will be above bearing capacity of single pile it
With, consider cushion cap under the soil body drag, the bearing capacity of multi-column pier foundation can be effectively improved, have huge economic benefit.
《Technical code for building pile foundation》(JGJ94-2008) for the composite foundation pile vertical bearing capacity of consideration Pile Cap Effect in
The calculating of characteristic value proposes calculation formula, and strong improves the level of Vertical Bearing Bored-Piles design, reduces work
Journey cost, these calculation formula do not account for the difference of soil body resistance of soil under the conditions of different settling amounts under cushion cap, Er Qieji
Value of the value under identical conditions for calculating Pile Cap Effect coefficient in formula is a section, but its for specific value simultaneously
It is indefinite.The test method of existing multi-column pier foundation bearing ratio in piles and soils needs to carry out long stake diameter, stake, dimension of platform and sedimentation
Etc. influence factors under the conditions of various combination bearing ratio in piles and soils test, need a large amount of in-situ test or model test,
Cumbersome, test work load is very big, not only reduces working efficiency, but also increase testing cost.
Summary of the invention
Multi-column pier foundation stake soil loading sharing convenient, high-efficient, at low cost is operated the purpose of the present invention is to provide a kind of
The test method of ratio.
The test method of this multi-column pier foundation bearing ratio in piles and soils provided by the invention, this method is using displacement lifting dress
It sets and inter-pile soil pressure cell；
The displacement lifting device includes lifting actuator, displacement sensor, axle power meter, inner sleeve, outer sleeve, upper flange
And lower flange, lifting actuator, displacement sensor, axle power meter are located inside inner sleeve, and are fixedly connected with inner sleeve, displacement passes
Sensor, axle power meter are installed on the top of lifting actuator, and inner sleeve is located in outer sleeve, and the opposite outer sleeve of energy slides up and down,
The connection of the lower end of axle power meter and inner sleeve and upper flange, the upper end of upper flange connect with cushion cap, lifting actuator and outer sleeve
Lower end and the upper end of lower flange connect, and the lower end of lower flange is fixedly connected with pile foundation, by the upper and lower displacement for going up and down actuator
Realize the lifting of cushion cap；
Wherein, displacement sensor, axle power meter are connect with external displacement monitor, axle power monitor respectively, pass through displacement
Monitor obtains the settling amount of cushion cap, measures stake top mean stress F using axle power monitor0, the area for calculating stake top is S0；
The inter-pile soil pressure cell is embedded in cushion cap bottom, and inter-pile soil pressure cell is connect with external pressure monitor, benefit
Inter-pile soil mean stress F is measured with pressure monitor1, the area for calculating inter-pile soil is S1；
Bearing ratio in piles and soils K of the cushion cap under different settling amounts, is calculated by following formula：
K=(F0*S0)/(F1*S1)。
In a specific embodiment, the hydraulic servo that actuator includes hydraulically extensible device and is set on ground is gone up and down
Device, to control the sedimentation of cushion cap.
In a specific embodiment, actuator, displacement sensor, axle power meter and inner sleeve are gone up and down and passes through Inner standpipe
It is fixedly connected.
In a specific embodiment, displacement monitor, axle power monitor and pressure monitor pass through reading cable point
It is not connect with displacement sensor, axle power meter and inter-pile soil pressure cell, with real-time monitoring displacement, the variation of axle power, inter-pile soil stress,
Displacement is locked when reaching the sedimentation deformation of test requirements document.
In a specific embodiment, pile foundation uses filling pile construction mode, before casting concrete, by stud weld
It is connected on the steel reinforcement cage of pile foundation, after concrete coagulation hardening, the lower flange for being displaced lifting device passes through nut and pile foundation
It is attached fixation.
In a specific embodiment, several inter-pile soil pressure cells, inter-pile soil pressure cell are arranged on cushion cap foundation soil
On center line and diagonal line between pile foundation, to test inter-pile soil mean stress.
In a specific embodiment, inter-pile soil pressure cell is steel chord type pressure test box.
In a specific embodiment, it is displaced between the upper flange of lifting device and cushion cap and is fixed with reinforcement billet,
Cushion cap is fallen into after shifting falling unit stress to prevent stop bit.
In a specific embodiment, the upper flange for being displaced lifting device is bolted with metal mat is reinforced, from
Reinforce billet installation platform template, arrange cushion cap reinforcing bar, then pour cushion cap concrete, makes to reinforce billet, bolt, cushion cap shape
It is integral.
Compared with prior art, advantageous effects of the invention are：
The apparatus structure that the test method of multi-column pier foundation bearing ratio in piles and soils of the present invention uses is simple, utilizes displacement
Lifting device realizes the settlement Control of cushion cap, and to be realized by the inter-pile soil pressure cell of cushion cap bottom heavy in any given cushion cap
The calculating of bearing ratio in piles and soils under the conditions of drop amount, to reach stake under the conditions of the different loads of test, different cushion cap settling amounts
The purpose of native load share ratio, can quickly measure bearing ratio in piles and soils coefficient, this method can substantially reduce in-situ test or
The group number of model test, it is convenient to operate, and largely reduces test work load, reduces experimentation cost, improves working efficiency, to grasp group
The working principle of pile foundation accomplishes to rationally design, be of great significance.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of the displacement lifting device of one embodiment of the invention.
Fig. 2 is the multi-column pier foundation bearing ratio in piles and soils test model figure of one embodiment of the invention.
Fig. 3 is the burial place figure of the inter-pile soil pressure cell of one embodiment of the invention.
In figure：1-displacement lifting device；2-inter-pile soil pressure cells；3-lifting actuators；4-displacement sensors；5—
Axle power meter；6-inner sleeves；7-outer sleeves；8-upper flanges；9-lower flanges；10-cushion caps；11-pile foundations；12-displacement prisons
Survey instrument；13-axle power monitors；14-pressure monitors；15-fluid servomotors；16-Inner standpipes；17-bolts；18—
Reinforce billet.
Specific embodiment
The specific implementation of this model test is further described with reference to the accompanying drawing.
The test method of this multi-column pier foundation bearing ratio in piles and soils provided by the invention, this method is using displacement lifting dress
Set 1 and inter-pile soil pressure cell 2；
The displacement lifting device 1 include lifting actuator 3, displacement sensor 4, axle power meter 5, inner sleeve 6, outer sleeve 7,
Upper flange 8 and lower flange 9, lifting actuator 3, displacement sensor 4, axle power meter 5 are located inside inner sleeve 6, and solid with inner sleeve 6
Fixed connection, displacement sensor 4, axle power meter 5 are installed on the top of lifting actuator 3, and inner sleeve 6 is located in outer sleeve 7, and can phase
Outer sleeve 7 is slided up and down, axle power meter 5 and inner sleeve 6 are connect with the lower end of upper flange 8, and the upper end of upper flange 8 and cushion cap 10 connect
It connects, the lower end for going up and down actuator 3 and outer sleeve 7 is connect with the upper end of lower flange 9, and the lower end of lower flange 9 and pile foundation 11 are fixed
Connection, the lifting of cushion cap 10 is realized in the upper and lower displacement by going up and down actuator 3, specific as shown in Figure 1；
Wherein, displacement sensor 4, axle power meter 5 are connect with external displacement monitor 12, axle power monitor 13 respectively, are led to
It crosses displacement monitor 12 and obtains the settling amount of cushion cap 10, measure stake top mean stress F using axle power monitor 130, calculate stake top
Area be S0；
The inter-pile soil pressure cell 2 is embedded in 10 bottom of cushion cap, and inter-pile soil pressure cell 2 and external pressure monitor 14 connect
It connects, measures inter-pile soil mean stress F using pressure monitor 141, the area for calculating inter-pile soil is S1；
Bearing ratio in piles and soils K of the cushion cap under different settling amounts, is calculated by following formula：
K=(F0*S0)/(F1*S1)。
Going up and down actuator 3 includes hydraulically extensible device and external fluid servomotor 15, and fluid servomotor 15 is hydraulically extensible
Device provides power, and the lifting of cushion cap displacement is realized by hydraulically extensible device.
Lifting actuator 3, displacement sensor 4, axle power meter 5 are fixedly connected with inner sleeve 6 by Inner standpipe 16.
Displacement monitor 12, axle power monitor 13 and pressure monitor 14 by reading cable respectively with displacement sensor 4,
Axle power meter 5 and inter-pile soil pressure cell 2 connect, and with real-time monitoring displacement, the variation of axle power, inter-pile soil stress, want when reaching test
Displacement is locked when the sedimentation deformation asked.
Arrange several inter-pile soil pressure cells 2 on 10 foundation soil of cushion cap, inter-pile soil pressure cell 2 between pile foundation in
It is specific as shown in Figure 3 on heart line and diagonal line.
In the present embodiment, inter-pile soil pressure cell uses steel chord type pressure test box.
The test method of this multi-column pier foundation bearing ratio in piles and soils of the invention, specific step is as follows：
(1) it is displaced the installation of lifting device；
(2) installation of inter-pile soil pressure cell；
(3) measurement of bearing ratio in piles and soils coefficient.
Illustrate the test side of multi-column pier foundation bearing ratio in piles and soils disclosed by the invention with a specific embodiment below
Method.
(1) it is displaced the installation of lifting device
The present embodiment model is four pile framings, as shown in Fig. 2, test uses diameter for the bored concrete pile of 300mm, stake is a length of
8m, dimension of platform are 1650mm × 1650mm × 700mm.
(1) filling pile construction mode is used, before casting concrete, by the bolt welding of 6 a length of 210mm to pile foundation
Steel reinforcement cage on, after concrete coagulation hardening, the lower flange for being displaced lifting device and pile foundation are attached fixation；
(2) upper flange for being displaced lifting device is attached by 6 a length of 210mm bolts with billet is reinforced, and is reinforced
The size of steel plate washer is 400mm × 400mm × 25mm；
(3) fluid servomotor for being displaced lifting device, displacement monitor, axle power monitor are installed to the soil beside cushion cap
Body surface face, to facilitate observation, displacement monitor, axle power monitor are connected with displacement sensor, axle power meter respectively by reading cable
It connects, exposed cable carries out safeguard measure.
(2) installation of inter-pile soil pressure cell
(1) bottom surface is carried out to smooth, the middle sand of laying 30mm thickness on cushion cap foundation soil before cushion cap casting, then is placed
Then pressure cell beats the plain concrete cushion layer of 100mm thickness, the position of pressure cell is specifically buried under cushion cap as shown in figure 3, inter-pile soil
Pressure cell is connected with pressure monitor, the soil body surface being installed to beside cushion cap, to facilitate observation；
(2) it from installation platform template from billet is reinforced, then arranges cushion cap reinforcing bar, pours cushion cap concrete, make to reinforce
Billet, bolt and cushion cap form entirety.
(3) measurement of bearing ratio in piles and soils coefficient
The present embodiment is divided into the test of two groups of carry out bearing ratio in piles and soils coefficients.
(1) be further applied load 8000kN on cushion cap top, cushion cap settling amount 10mm controlled by displacement lifting device, by with
The data that upper device obtains take the average value of axle power monitor, pressure monitor reading as stake top mean stress F respectively0, stake
Between native mean stress F1, the area for calculating stake top is denoted as S0=4 π R2=0.2826m2, the area S of inter-pile soil1=1.65 × 1.65-
4πR2=2.4399m2, obtain bearing ratio in piles and soils K, respectively will displacement lifting device control cushion cap settling amount to 15mm with
20mm is repeated above operation, and obtains corresponding stake soil loading ratio K；
(2) load is continued to 9000kN on cushion cap top, cushion cap settling amount 25mm is controlled by displacement lifting device,
The data obtained by apparatus above take the average value of axle power monitor, pressure monitor reading averagely to answer as stake top respectively
Power F0, inter-pile soil mean stress F1, the area for calculating stake top is denoted as S0=0.2826m2, the area S of inter-pile soil1=2.4399m2,
Bearing ratio in piles and soils K is obtained, displacement lifting device is controlled into cushion cap settling amount to 30mm and 35mm respectively, repeats the above behaviour
Make, obtains corresponding stake soil loading ratio K.
1 bearing ratio in piles and soils calculated result of table
Therefore this test method can realize the heavy of cushion cap by the displacement expansion bend being arranged between stake top and cushion cap
Drop control, to realize the measurement of the bearing ratio in piles and soils under the conditions of different loads, different cushion cap settling amounts, the present invention can
The group number of in-situ test or model test is substantially reduced, it is convenient to operate, and largely reduces test work load, reduces experimentation cost, mentions
High working efficiency is accomplished to rationally design, be of great significance for the working principle for grasping multi-column pier foundation.
Claims (9)
1. a kind of test method of multi-column pier foundation bearing ratio in piles and soils, which is characterized in that this method is using displacement lifting device
(1) and inter-pile soil pressure cell (2)；
The displacement lifting device (1) includes lifting actuator (3), displacement sensor (4), axle power meter (5), inner sleeve (6), outer
Sleeve (7), upper flange (8) and lower flange (9), lifting actuator (3), displacement sensor (4), axle power meter (5) are located at inner sleeve
(6) internal, and be fixedly connected with inner sleeve (6), displacement sensor (4), axle power meter (5) are installed on the top of lifting actuator (3)
End, inner sleeve (6) is located in outer sleeve (7), and can opposite outer sleeve (7) slide up and down, axle power meter (5) and inner sleeve (6) and
The lower end of upper flange (8) connects, and the upper end of upper flange (8) is connect with cushion cap (10), lifting actuator (3) and outer sleeve (7)
Lower end is connect with the upper end of lower flange (9), and the lower end of lower flange (9) is fixedly connected with pile foundation (11), by going up and down actuator
(3) lifting of cushion cap (10) is realized in upper and lower displacement；
Wherein, displacement sensor (4), axle power meter (5) connect with external displacement monitor (12), axle power monitor (13) respectively
It connects, the settling amount of cushion cap (10) is obtained by displacement monitor (12), measure stake top mean stress using axle power monitor (13)
F0, the area for calculating stake top is S0；
The inter-pile soil pressure cell (2) is embedded in cushion cap (10) bottom, inter-pile soil pressure cell (2) and external pressure monitor
(14) it connects, measures inter-pile soil mean stress F using pressure monitor (14)1, the area for calculating inter-pile soil is S1；
Bearing ratio in piles and soils K of the cushion cap under different settling amounts, is calculated by following formula：
K=(F0*S0)/(F1*S1)。
2. the test method of multi-column pier foundation bearing ratio in piles and soils according to claim 1, which is characterized in that lifting executes
Device (3) includes hydraulically extensible device and the fluid servomotor (15) that is set on ground.
3. the test method of multi-column pier foundation bearing ratio in piles and soils according to claim 1, which is characterized in that lifting executes
Device (3), displacement sensor (4), axle power meter (5) are fixedly connected with inner sleeve (6) by Inner standpipe (16).
4. the test method of multi-column pier foundation bearing ratio in piles and soils according to claim 1, which is characterized in that displacement monitoring
Instrument (12), axle power monitor (13) and pressure monitor (14) by reading cable respectively with displacement sensor (4), axle power meter
(5) it is connected with inter-pile soil pressure cell (2).
5. the test method of multi-column pier foundation bearing ratio in piles and soils according to claim 1, which is characterized in that pile foundation
(11) bolt (17) is welded on the steel reinforcement cage of pile foundation (11) before casting concrete using filling pile construction mode, to
After concrete coagulation hardening, the lower flange (9) for being displaced lifting device is fixedly connected by nut with pile foundation (11).
6. the test method of multi-column pier foundation bearing ratio in piles and soils according to claim 1, which is characterized in that in cushion cap
(10) several inter-pile soil pressure cells (2) are arranged on foundation soil, center line of the inter-pile soil pressure cell (2) between pile foundation and right
On linea angulata.
7. the test method of multi-column pier foundation bearing ratio in piles and soils according to claim 1 or 6, which is characterized in that between stake
Soil pressure cell is steel chord type pressure test box.
8. the test method of multi-column pier foundation bearing ratio in piles and soils according to claim 1, which is characterized in that displacement lifting
It is fixed between the upper flange (8) and cushion cap (10) of device and reinforces billet (18).
9. the test method of multi-column pier foundation bearing ratio in piles and soils according to claim 8, which is characterized in that displacement lifting
The upper flange (8) of device and reinforcement metal mat (18) are fixed by bolt (17), from billet installation platform template is reinforced, arrange
Cushion cap reinforcing bar, then pour cushion cap concrete.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201810300789.0A CN108894258B (en) | 2018-04-04 | 2018-04-04 | Method for testing pile-soil load sharing ratio of pile group foundation |
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| CN201810300789.0A CN108894258B (en) | 2018-04-04 | 2018-04-04 | Method for testing pile-soil load sharing ratio of pile group foundation |
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| CN109457740A (en) * | 2018-12-06 | 2019-03-12 | 宁波大学 | A Soil Interface frictional resistance, the measuring instrument of normal stress and pore water pressure and its assembling application method can be measured simultaneously |
| CN112649194A (en) * | 2021-01-11 | 2021-04-13 | 山东大学 | Ball screw pair loading test device and test method |
| CN113718744A (en) * | 2021-08-24 | 2021-11-30 | 珠海市规划设计研究院 | Multi-pile composite foundation bearing capacity testing method |
| 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 |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
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| CN112649194A (en) * | 2021-01-11 | 2021-04-13 | 山东大学 | Ball screw pair loading test device and test method |
| CN112649194B (en) * | 2021-01-11 | 2021-10-22 | 山东大学 | Ball screw pair loading test device and test method |
| CN113718744A (en) * | 2021-08-24 | 2021-11-30 | 珠海市规划设计研究院 | Multi-pile composite foundation bearing capacity testing method |
| 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 |
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