CN103822875B - Device and method for testing energy pile-soil contact surface frictional force - Google Patents
Device and method for testing energy pile-soil contact surface frictional force Download PDFInfo
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Abstract
The invention discloses a device and a method for testing the energy pile-soil contact surface frictional force. A heat transfer pipe pre-buried in a concrete pile sample in the device is connected to a pile sample temperature cycle control system, the top end of the concrete pile sample is connected to a loading system through a dowel bar, a stress sensor and a displacement sensor are arranged on the dowel bar, a water inlet and a water outlet of a seal pressure chamber are connected to a pressure chamber temperature cycle control system, and both the pile sample temperature cycle control system and the pressure chamber temperature cycle control system comprise seal containers, water suction pumps and thermometers. The method is characterized in that the pile temperature and the soil temperature are controlled in design values through the temperature cycle control systems, and the energy pile-soil contact surface frictional force can be measured through the stress sensor and the displacement sensor. The device and the method have the advantages that the structure is simple, the operability is strong, the control is simple, and the realization is easy.
Description
Technical field
The invention belongs to civil engineering earthwork test Instrument technical field, particularly to a kind of energy stake Pile-soil contact face friction testing device and method of testing.
Background technology
Pile foundation is widely used in the technical field of civil engineering such as architectural engineering；Earth source heat pump is a kind of to utilize the underground shallow layer geothermal energy resources can the highly effective energy-conserving environmental-protecting type air conditioning system that can freeze again of heat supply.Along with the progressively popularization and application of ground source heat pump technology, the energy stake technology considering pile foundation and earth source heat pump vertical buried-pipe system advantage is gradually applied.But the research for the thermodynamic behaviour of energy stake is relatively fewer；Especially under cold cycling, the friction characteristics between pile foundation and surrounding soil cannot determine, it is impossible to the Pile Soil frictional force determined directly affects the calculating of pile foundation total bearing capacity；Thus cause geotechnical engineer dare not the bearing capacity of design energy stake and settlement issues, affect the wide popularization and application of energy stake technology.Therefore, a set of measurement apparatus that can measure energy stake Pile Soil frictional force and method of testing thereof are researched and developed, it has also become a pendulum extremely urgent task in face of geotechnical engineer.
Before the present invention, Chinese patent literature CN102628767A discloses test device and the method for testing thereof of a kind of Pile-soil contact face frictional force based on conventional earthwork triaxial apparatus；In conventional earthwork triaxial apparatus pressure chamber, arrange concrete sample and hollow cylinder soil sample, measure Pile-soil contact face friction force value by compression test.This technical method, compared with conventional direct shear apparatus and simple shear apparatus test, it may be considered that the operating mode such as soil sample draining and not draining around, can measure axial deformation and the cubic deformation of the soil body simultaneously；But this assay device cannot consider the impact of the factor such as pile body specimen temperature and surrounding soil test temperature, and prepare hollow cylinder soil body sample on normal triaxial instrument and arrange that solid concrete sample is the most difficult.Therefore, on the basis of prior art device, improve test device, formulate method of testing, be the good approach realizing energy stake Pile Soil friction measurement；Also it is the important leverage ensureing the scientific and reasonable design of energy stake.
Summary of the invention
It is an object of the invention to overcome drawbacks described above, undergo technological transformation for existing geotechnique's instrument and equipment, propose a kind of energy stake Pile-soil contact face friction testing device and method of testing.
The present invention solves technical problem and be the technical scheme is that
A kind of energy stake Pile-soil contact face friction testing device, including being placed in the indoor concrete-pile sample of seal pressure and hollow cylinder soil body sample, described concrete-pile specimen finish is consistent with hollow cylinder soil body sample internal diameter, the outer wall of described concrete-pile sample fits tightly with the inwall of hollow cylinder soil body sample, it is embedded with heat-transfer pipe in described concrete-pile sample, described heat-transfer pipe is connected to a specimen temperature cyclic control system, and described stake specimen temperature cyclic control system is made up of the first hermetic container, the first suction pump and the first thermometer；The top of described concrete-pile sample is connected to loading system by dowel steel, and described dowel steel is provided with strain gauge and displacement transducer；Water inlet and the outlet of described seal pressure room are all connected to pressure chamber temperature circulation control system, being provided with thermometer and pore pressure meter on described seal pressure room, described pressure chamber temperature circulation control system is made up of the second hermetic container, the second suction pump and the second thermometer.
Concrete-pile sample is preferably prefabricated cylindrical concrete soil block, and concrete strength is C20-C60, and prefabricated concrete-pile specimen finish is 8-12cm, height is 55-60cm, and its concrete-pile sample lateral surface roughness sets according to actual needs；The internal pre-buried heat-transfer pipe of prefabricated cylindrical concrete soil block.
Heat-transfer pipe is preferably polyethylene tube, and internal diameter is 1.0-1.5cm, wall thickness is 0.3-0.5cm, a length of 150-500cm；Heat-transfer pipe is embedded in concrete-pile sample, and pipe laying form is single U-shaped, dual U-shaped and W shape；Heat-transfer pipe is connected with stake specimen temperature blood circulation, and the first thermometer range is-20oC to 60oC。
The preferred internal diameter of hollow cylinder soil body sample is 8-12cm, consistent with concrete-pile specimen finish and fit tightly, and external diameter is 28-32cm, and height is 55-60cm；Can be undisturbed soil, it is also possible to for manipulated soil.
Seal pressure room is preferably the refractory seals cover of steel, its a diameter of 60-80cm, and height is 60-70cm, reserved water inlet, outlet, thermometer and pore pressure meter on seal closure；Water inlet and outlet are connected with pressure chamber temperature circulatory system, and the second thermometer range is 0oC to 50oC。
The present invention proposes to be the method for testing of above-mentioned a kind of energy stake Pile-soil contact face friction testing device simultaneously, including techniques below step:
(1) according to engineering practice, the cylindrical concrete stake sample of prefabricated corresponding roughness is required according to design；According to designing require to foot the bill in advance U-shaped, dual U-shaped or W shape heat-transfer pipe inside prefabricated cylindrical concrete stake sample, and by heat-transfer pipe and stake specimen temperature cyclic control system pre-connection, connect debugging concrete-pile specimen temperature cyclic control system；
(2) being placed on base concrete-pile sample lower end, concrete-pile sample upper end is connected with loading system by dowel steel, and strain gauge and displacement transducer that dowel steel is arranged can record the load that loading system applies to concrete-pile sample；
(3) on base, outside concrete-pile sample, prepare and reinvent hollow cylinder soil body sample or by original hollow cylinder shape soil body sample dress sample to relevant position, and the permeable stone more than hollow cylinder soil body sample is placed above displacement transducer；
(4) according to design requirement, hollow cylinder soil body sample is carried out saturated, saturated complete after according to test requirements document select draining or not drainage pattern apply confined pressure make soil solidifying；
(5) hollow cylinder soil body sample is saturated complete after, strain gauge, displacement transducer, pore pressure meter are connected with corresponding data collecting system；
(6) water inlet on seal pressure room and outlet are connected with pressure chamber temperature circulation control system, adjust the temperature in pressure chamber by the second temperature reading on the thermometer in pressure chamber and pressure chamber temperature circulation control system, thus control the temperature of hollow cylinder soil body sample；
(7) confined pressure is applied；Opening pressure chamber temperature circulation control system, the temperature reading making seal pressure indoor reaches design load and is held essentially constant；Continuous and, open stake specimen temperature cyclic control system, make concrete-pile specimen temperature reach design load；
(8) when pressure chamber temperature and concrete-pile specimen temperature are stablized in design load, hollow cylinder soil body sample is applied torsional shear, measures strain gauge, displacement transducer, the reading of pore pressure meter simultaneously；
(9) when hoop displacement or pore water pressure reach corresponding criterion of failure, stop torsion and cut load applying, close stake sample and pressure chamber temperature circulation control system, complete one group of energy stake Pile-soil contact face friction testing test；
(10) according to the first thermometer and second thermometer of relevant position, the temperature of the soil body and pile body is determined respectively；Displacement transducer and the displacement transducer difference of reading on hollow cylinder soil body sample top according to concrete-pile sample top determine Pile Soil relative shift；Pile-soil contact face vertical stress is determined by confined pressure size；Pile-soil contact face frictional force is determined by the strain gauge on concrete-pile sample top；Thus can obtain, under draining or not drainage situation, energy stake Pile-soil contact face friction force value under vertical uniform load q.
Advantages of the present invention and effect are: by arranging heat-transfer pipe inside precast concrete pile sample, heat-transfer pipe is connected with temperature circulation control system, is effectively controlled the temperature of concrete-pile sample；By the connection of seal pressure room Yu pressure chamber temperature circulation control system, effectively the temperature of hollow cylinder soil body sample is controlled；By the transformation to conventional ring shear apparatus pressure chamber, have effectively achieved the mensuration problem to energy stake Pile-soil contact face frictional force, solve the technical problem not yet having energy stake Pile-soil contact face frictional force measuring device at present.Present configuration is simple, the pressure chamber after improvement, and combined temperature cyclic control system can directly use on existing geotechnique's instrument；The method operating procedure is simple, workable, it is simple to control, it is easy to accomplish.
Advantages of the present invention and effect will further describe in a specific embodiment.
Accompanying drawing explanation
Fig. 1 is the structural representation of the embodiment of the present invention；
In figure: 1 concrete-pile sample, 2 heat-transfer pipes, 3 hollow cylinder soil body sample, 4 seal pressure rooms, 5 thermometeies, 6 pore pressure meters, 7 strain gauges, 8 dowel steels, 9 displacement transducers, 10 bases, 11 permeable stones, 12 filter paper, 13 soil sample drain pipies, 14 seal pressure room water inlets, 15 seal pressure room outlets, 16 specimen temperature cyclic control systems, 17 pressure chamber temperature circulation control system.
Detailed description of the invention
The detailed description of the invention of patent of the present invention is described in detail below in conjunction with accompanying drawing.The protection domain of patent of the present invention is not limited only to the description of present embodiment.
As it is shown in figure 1, a kind of energy stake Pile-soil contact face friction testing device, its apparatus structure includes concrete-pile sample 1, heat-transfer pipe 2, hollow cylinder soil body sample 3, seal pressure room 4, thermometer 5, strain gauge 7, dowel steel 8, displacement transducer 9, base 10, permeable stone 11, filter paper 12, soil sample drain pipe 13, seal pressure room water inlet 14, seal pressure room outlet 15, stake specimen temperature cyclic control system 16, pressure chamber temperature circulation control system 17 and pore pressure meter 6.Heat-transfer pipe 2 is embedded in concrete-pile sample 1, and is connected with stake specimen temperature cyclic control system 16；Concrete-pile sample 1 diameter is consistent with hollow cylinder soil body sample 3 internal diameter and fits tightly, and concrete-pile sample 1 upper end, by dowel steel 8 is connected with loading system, lower end is connected with base 10, dowel steel 8 arranges strain gauge 7 and displacement transducer 9；Hollow cylinder soil body sample 3 two ends are sequentially arranged filter paper 12 and permeable stone 11, are then placed within base 10, and it is saturated to carry out draining by soil sample drain pipe 13；On seal pressure room, 15 reserve seal pressure room water inlet 14, seal pressure room outlet 15 and thermometer 5, and are connected with pressure chamber temperature circulation control system 17；Stake specimen temperature cyclic control system 16 is made up of the first hermetic container, the first suction pump and the first thermometer.Pressure chamber temperature circulation control system 17 is formed by by the second hermetic container, the second suction pump and the second thermometer.
During use, the method for testing of above-mentioned energy stake Pile-soil contact face friction testing device includes techniques below step:
First, according to engineering practice, prefabricated cylindrical concrete stake sample 1 is required according to design, concrete-pile sample is prefabricated cylindrical concrete soil block, concrete strength be C20-C60(the present embodiment be C25), prefabricated concrete-pile specimen finish be 8-12cm(the present embodiment be 10cm), height be 55cm for 55-60cm(the present embodiment), its concrete-pile sample lateral surface roughness sets (the present embodiment is as matsurface) according to actual needs；Require inside prefabricated cylindrical concrete stake sample 1, to foot the bill U-shaped, dual U-shaped or W shape heat-transfer pipe 2(the present embodiment in advance for single U-shaped according to design), heat-transfer pipe is polyethylene tube, internal diameter be 1.0-1.5cm(the present embodiment be 1.0cm), wall thickness be 0.3-0.5cm(the present embodiment be 0.3cm), a length of 150-500cm(the present embodiment be 150cm)；And by heat-transfer pipe 2 and stake specimen temperature cyclic control system 16 pre-connection, connect debugging concrete-pile specimen temperature cyclic control system；
Secondly, concrete-pile sample 1 lower end is placed on base 10, concrete-pile sample 1 upper end is connected with loading system by dowel steel 8, and strain gauge 7 and displacement transducer 9 that dowel steel 8 is arranged can record the load that loading system applies to concrete-pile sample 1；On base 10, outside concrete-pile sample 1, preparation reinvents hollow cylinder soil body sample 3 or by original hollow cylinder shape soil body sample dress sample 3 to relevant position, the internal diameter of hollow cylinder soil body sample 3 be 8-12cm(the present embodiment be 10cm), consistent with concrete-pile specimen finish and fit tightly, external diameter be 28-32cm(the present embodiment be 30cm), height is 55cm for 55-60cm(the present embodiment)；And displacement transducer 9 is placed above at the permeable stone 11 of hollow cylinder soil body sample more than 3；
Then, according to design requirement, hollow cylinder soil body sample 3 is carried out saturated, saturated complete after according to test requirements document select draining or not drainage pattern apply confined pressure make soil solidifying；Hollow cylinder soil body sample 3 is saturated complete after, strain gauge 7, displacement transducer 9, pore pressure meter 6 and corresponding data collecting system are connected；
Then, seal pressure room water inlet 14 on seal pressure room 4 and seal pressure room outlet 15 are connected with pressure chamber temperature circulation control system 17, adjust the temperature in seal pressure room 4 by the thermometer 5 in seal pressure room 4 and the second temperature reading in pressure chamber temperature circulation control system 17, thus control the temperature of hollow cylinder soil body sample 3；Seal pressure room 4 is the seal closure of steel, and its a diameter of 60-80cm(the present embodiment is 60cm), height is 60cm for 60-70cm(the present embodiment), reserved water inlet, outlet, thermometer and pore pressure meter on seal closure；Water inlet and outlet are connected with pressure chamber temperature circulatory system, and the second thermometer range is 0oC to 50oC；
Followed by, apply confined pressure；Open pressure chamber temperature circulation control system 17, make thermometer 5 reading in seal pressure room 4 reach design load and be held essentially constant；Continuous and, open stake specimen temperature cyclic control system 16, make concrete-pile sample 1 temperature (reading from the second thermometer) reach design load；When seal pressure room 4 temperature and the timing of concrete-pile sample 1 temperature one, apply xial feed in concrete-pile sample 1 upper end step by step, measure strain gauge 7, displacement transducer 9, the reading of pore pressure meter 6 simultaneously；When axial displacement or pore water pressure reach corresponding criterion of failure, stop xial feed and apply, close stake specimen temperature cyclic control system 16 and pressure chamber temperature circulation control system 17, complete one group of energy stake Pile-soil contact face friction testing test；
Finally, according to the first thermometer and second thermometer of relevant position, the temperature of the soil body and pile body is determined respectively；Displacement transducer 9 difference of reading according to concrete-pile sample 1 top and hollow cylinder soil body sample 3 top determines Pile Soil relative shift；Pile-soil contact face vertical stress is determined by confined pressure size；Pile-soil contact face frictional force is determined by the strain gauge 7 on concrete-pile sample 1 top；Thus can obtain, under draining or not drainage situation, energy stake Pile-soil contact face friction force value under pile driving process and vertical uniform load q.
Claims (1)
1. an energy stake Pile-soil contact face friction testing method, it is characterised in that include techniques below step:
(1) according to engineering practice, the cylindrical concrete stake sample of prefabricated corresponding roughness is required according to design；According to designing require to foot the bill in advance U-shaped, dual U-shaped or W shape heat-transfer pipe inside prefabricated cylindrical concrete stake sample, and by heat-transfer pipe and stake specimen temperature cyclic control system pre-connection, connect debugging concrete-pile specimen temperature cyclic control system；
(2) being placed on base concrete-pile sample lower end, concrete-pile sample upper end is connected with loading system by dowel steel, and the strain gauge that dowel steel is arranged and displacement transducer are for measuring the load that loading system applies to concrete-pile sample；
(3) on base, outside concrete-pile sample, prepare and reinvent hollow cylinder soil body sample or by original hollow cylinder shape soil body sample dress sample to relevant position, and the permeable stone more than hollow cylinder soil body sample is placed above displacement transducer；
(4) according to design requirement, hollow cylinder soil body sample is carried out saturated, saturated complete after according to test requirements document select draining or not drainage pattern apply confined pressure make soil solidifying；
(5) hollow cylinder soil body sample is saturated complete after, strain gauge, displacement transducer, pore pressure meter are connected with corresponding data collecting system；
(6) water inlet on seal pressure room and outlet are connected with pressure chamber temperature circulation control system, adjust the temperature in pressure chamber by the second temperature reading on the thermometer in pressure chamber and pressure chamber temperature circulation control system, thus control the temperature of hollow cylinder soil body sample；
(7) confined pressure is applied；Opening pressure chamber temperature circulation control system, the temperature reading making seal pressure indoor reaches design load and is held essentially constant；Continuous and, open stake specimen temperature cyclic control system, make concrete-pile specimen temperature reach design load；
(8) when pressure chamber temperature and concrete-pile specimen temperature are stablized in design load, hollow cylinder soil body sample is applied torsional shear, measures strain gauge, displacement transducer, the reading of pore pressure meter simultaneously；
(9) when hoop displacement or pore water pressure reach corresponding criterion of failure, stop torsion and cut load applying, close stake sample and pressure chamber temperature circulation control system, complete one group of energy stake Pile-soil contact face friction testing test；
(10) according to the first thermometer and second thermometer of relevant position, the temperature of the soil body and pile body is determined respectively；Displacement transducer and the displacement transducer difference of reading on hollow cylinder soil body sample top according to concrete-pile sample top determine Pile Soil relative shift；Pile-soil contact face vertical stress is determined by confined pressure size；Pile-soil contact face frictional force is determined by the strain gauge on concrete-pile sample top；Thus can obtain, under draining or not drainage situation, energy stake Pile-soil contact face friction force value under vertical uniform load q；
The energy stake Pile-soil contact face friction testing device that the method uses, including being placed in the indoor concrete-pile sample of seal pressure and hollow cylinder soil body sample, described concrete-pile specimen finish is consistent with hollow cylinder soil body sample internal diameter, the outer wall of described concrete-pile sample fits tightly with the inwall of hollow cylinder soil body sample, it is embedded with heat-transfer pipe in described concrete-pile sample, described heat-transfer pipe is connected to a specimen temperature cyclic control system, and described stake specimen temperature cyclic control system is made up of the first hermetic container, the first suction pump and the first thermometer；The top of described concrete-pile sample is connected to loading system by dowel steel, and described dowel steel is provided with strain gauge and displacement transducer；Water inlet and the outlet of described seal pressure room are all connected to pressure chamber temperature circulation control system, being provided with thermometer and pore pressure meter on described seal pressure room, described pressure chamber temperature circulation control system is made up of the second hermetic container, the second suction pump and the second thermometer.
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| CN114002087B (en) * | 2021-11-01 | 2022-09-27 | 哈尔滨工业大学（深圳） | Temperature and stress independent control pile-soil interface shear test device and method |
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