CN109469125A - A kind of the load on pile foundation experimental rig and its detection method of optical fiber grating sensing detection - Google Patents
A kind of the load on pile foundation experimental rig and its detection method of optical fiber grating sensing detection Download PDFInfo
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- CN109469125A CN109469125A CN201910026977.3A CN201910026977A CN109469125A CN 109469125 A CN109469125 A CN 109469125A CN 201910026977 A CN201910026977 A CN 201910026977A CN 109469125 A CN109469125 A CN 109469125A
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- 238000001514 detection method Methods 0.000 title claims abstract description 36
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- 238000000034 method Methods 0.000 claims abstract description 26
- 238000012544 monitoring process Methods 0.000 claims abstract description 20
- 238000013480 data collection Methods 0.000 claims abstract description 13
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Classifications
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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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- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Force Measurement Appropriate To Specific Purposes (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Length Measuring Devices By Optical Means (AREA)
Abstract
The invention discloses the load on pile foundation experimental rigs and its detection method of a kind of detection of optical fiber grating sensing, including preloading ballast, and the top of the load on pile foundation experimental rig is arranged in；Load load testing machine detects sensing device and data collection system, is separately connected with the FBG strain gauge, optical fiber grating temperature compensation meter and stake subsoil pressure cell.The load on pile foundation experimental rig of optical fiber grating sensing detection through the invention combines its detection method, the defect and deficiency of existing pile foundation routine monitoring method can be overcome, real-time and distributed measurement and the direct measurement for considering the temperature compensation effect of fiber-optic grating sensor, soil pressure are realized, and is able to satisfy and the load of pile foundation load is uniformly transferred.
Description
Technical field
The present invention relates to a kind of experimental rig of foundation structure of building and test method, in particular to a kind of fiber grating passes
Feel the load on pile foundation experimental rig and its detection method of detection.
Background technique
In recent years, pile foundation has a wide range of applications in building foundation and foundation pit enclosure structure engineering, due to high level
The emergence of building also increases accordingly the requirement for bearing capacity of lower part pile foundation.How science, accurately and real-time carry out stake
Base loading test simultaneously obtains load on pile foundation deformation rule, is highly important for Architectural Structure Design and construction.
Existing more common load on pile foundation test method hierarchical loading by the way of stake top preloading, only measurement stake top is heavy mostly
The time-history curves of drop and load load, so that it is determined that the ultimate bearing capacity of pile foundation.Existing more common load on pile foundation experimental test
Technology is more traditional, and the pile shaft force on conventional pile basis mostly uses greatly type vibration wire Reinforcement Stress-count, and Reinforcement Stress-count is that single-point is surveyed
Examination technology can not achieve real-time and distributed measurement；Even if there are a few studies to relate to the optical fiber technology of pile test, such as in
State patent CN104499512B is disclosed " a kind of foundation pile pile body three dimensional strain and force parameter monitoring system and its measurement method ", but
It is the temperature compensation effect for not considering fiber-optic grating sensor.
And when pile body installs fiber-optic grating sensor, as Chinese patent CN104499512B discloses a kind of " PHC prefabricated pipe
The fiber-optic grating sensor installation method of stake ", do not provide but the fiber-optic grating sensor installation method of cast-in-place cast-in-situ bored pile with
Safeguard measure；When designing pile foundation vertical load experiment, the stress-strain measurement of pile body is focused on mostly, for the soil pressure at stake bottom
Power directly measures almost without being related to.
In addition, many schemes have ignored the temperature-compensating and correction of fiber grating when carrying out optical fiber optical grating stress test,
Such as Chinese patent CN104280167, the invention is related to a kind of " geotechnical engineering single hole multiple spot fiber grating hollow inclusion triaxiality
Test device ", but do not consider that temperature action is compensated and corrected to the strain testing of fiber-optic grating sensor；Secondly, pile foundation lotus
It carries in test, focuses on pile foundation stress itself mostly, test and discussion shorter mention for foundation soil around, such as
CN106049559A has described a kind of large diameter pile foundation self-balance method of load-compensating, but does not consider to pile foundation peripherally
The test and monitoring of base soil, while loading system can not meet the load loaded to pile foundation and uniformly transfer.
Summary of the invention
It is an object of the present invention to overcome the shortcomings of the above-mentioned prior art, a kind of stake of optical fiber grating sensing detection is provided
Base loading test device and its detection method.
Technical solution: to achieve the above object, the present invention provides a kind of load on pile foundation examinations of optical fiber grating sensing detection
Experiment device, comprising:
The top of the load on pile foundation experimental rig is arranged in preloading ballast；
Load load testing machine is arranged in the lower section of the preloading ballast, including fills with the preloading ballast
Set the joist being connected, the first steel plate backing plate for being connected with the joist, be arranged below the first steel plate backing plate and with
The jack that its ball seat connected, the bottom that connect with the ball seat are connected, the to be connected with institute's rheme jack bottom
Two steel plate backing plates and the pile cover being connected with the second metal mat board bottom portion, wherein the left and right two of the second steel plate backing plate
Side is respectively arranged with a displacement meter；
Sensing device is detected, is connected to the bottom of the load load testing machine, including be arranged in pile foundation
On FBG strain gauge, optical fiber grating temperature compensation meter, a pair of of stake subsoil pressure cell that pile foundation bottom is set and at
To the pore pressure gauge and two-way soil pressure cell for occurring and being distributed on the outside of the test pile；
And data collection system, with the FBG strain gauge, optical fiber grating temperature compensation meter and stake subsoil pressure
Power box is separately connected.
Preferably, in above-mentioned technical proposal, the preloading ballast includes preloading ballast, payload platform and buttress,
The preloading ballast is made of solid test block, and preloading load is supported by the buttress of the left and right sides, acts on the load
On platform.
Preferably, in above-mentioned technical proposal, the ball seat includes tripod, the load for being placed in the A-frame central axis
The longitudinal axis, be connected with the load axis be placed in the tripod apex angle load horizontal axis and be inserted in the load horizontal axis
The load bulb at middle part, wherein the tripod bottom is connect with the first steel plate backing plate, the bottom of the load bulb with
The top of the jack connects.
Preferably, in above-mentioned technical proposal, the ball seat can also be by upper bracket plate, lower support plate, spherical crown liner plate, poly- four
Vinyl fluoride slide plate, spherical surface tetrafluoro slide plate and rubber retaining ring composition；
Wherein, the upper bracket plate and the first steel plate backing plate are covered by anchor and position connects, the lower support plate and lower part
Pile cover component be fixedly connected by being socketed with the bolt of rubber pad ring；Rubber is arranged in the lower support plate and upper bracket plate gap
Glue dust slinger, is provided with the plane tetrafluoro slide plate to form the second sliding surface between the upper bracket plate and spherical crown liner plate,
It is described to meet the needs of support corner by being equipped with spherical surface tetrafluoro slide plate between spherical crown liner plate and lower support plate for sliding.
Preferably, in above-mentioned technical proposal, the pile foundation of the detection sensing device includes experiment stake, is arranged in the experiment
The steel reinforcement cage lengthways main steel bar in stake outside and the reinforcing cage stirrup being coated on the outside of the steel reinforcement cage lengthways main steel bar, in the steel reinforcement cage
The inside of lengthways main steel bar binds the FBG strain gauge and optical fiber, while a fiber grating is installed on every optical fiber
Temperature-compensating meter, stake bottom are symmetrically installed four stake subsoil pressure cells for test pile subsoil pressure, stake week two sides symmetrically bury
Two-way soil pressure cell described in setting two groups and pore pressure gauge are used to measure the pressure after pile foundation is mutually acted on soil in the soil body
Power distribution and changing condition.
It is another object of the present invention to provide a kind of inspections of the load on pile foundation experimental rig of optical fiber grating sensing detection
Survey method, includes the following steps:
Step 1, the detection sensing device of arrangement and embedding foundation soil:
Step 2, load on pile foundation experimental rig pile:
Step 4 installs preloading ballast and load load testing machine, will test the fiber grating in sensing device
Foil gauge, optical fiber grating temperature compensation meter pore pressure gauge, two-way soil pressure cell and stake subsoil pressure cell are connected to data
Acquisition system, debugging system record initial reading；
Step 5, test pile load test and real-time monitoring, it is heavy that the displacement meter on the second steel plate backing plate records stake top in real time
Drop data, data collection system automatically track acquisition FBG strain gauge, optical fiber grating temperature compensation meter, pore water pressure
The data of the sensing of meter, two-way soil pressure cell and stake subsoil pressure cell terminate test until reaching Ultimate Bearing Capacity.
Preferably, in above-mentioned technical proposal, step 1 arrangement and embedding foundation soil detection sensing device include two
A step:
Step A, pore pressure gauge and two-way soil pressure cell described in symmetrical embedding two groups of the two sides of test pile position；
Step B is vertically spaced two meter amperes on the steel reinforcement cage lengthways main steel bar of pile foundation and fills a FBG strain gauge, adjacent
It is attached and tests using the concatenated method of optical fiber between FBG strain gauge, for measuring the strain of pile foundation axial stress
Method uses distributed FBG strain gauge, and an optical fiber grating temperature compensation meter is installed on every optical fiber, is used to
The strain value of amendment and the monitoring of compensated optical fiber grating strain piece, at welding four of the bottom cruciform symmetry of steel reinforcement cage lengthways main steel bar
Stake subsoil pressure cell, for measuring the distribution of stake bottom pressure and variation tendency.
Preferably, in above-mentioned technical proposal, in the load on pile foundation experimental rig pile of step 2, first determining test pile
Position, drilling, soil taking hole forming, the detection sensing device that step 1 is arranged are vertical with the subsidence velocity of 0.1m/s-0.5m/s
It is slowly put into drilling, until foot of hole, borehole cleaning avoids encountering optical fiber when vibrating from foot of hole pouring underwater concrete
Grating strain piece and optical fiber grating temperature compensation meter when pouring pile concrete, reserve one section of reinforcing bar main reinforcement not casting concrete,
In case production pile cover.
Compared with prior art, the invention has the following beneficial effects:
(1) the real-time distributed measurement for realizing the pile body stress strain of cast-in-place cast-in-situ bored pile, overcomes traditional measurement
Technology such as type vibration wire Reinforcement Stress-count, the traditional approach such as resistance strain gage are discontinuous, not in real time, the defect of low precision.
(2) measurement data of fiber grating strain meter is compensated using optical fiber grating temperature compensation meter, overcomes light
Influence of the temperature action of fine grating to strain measurement error.
(3) in pile test method, a subsoil pressure cell is increased for test pile subsoil pressure, directly measurement stake bottom
Pressure, analysis pile body and stake bottom stress changing rule, changing traditional relying on, pile shaft force is tested and load load work is poor anti-
The method for calculating stake subsoil pressure.
(4) in the design of the load load testing machine part of pile foundation test, setting is improved by the structure of ball seat, with ball
Head is in the flexible activity autonomic balance on jack, the problems such as overcoming pile foundation load test discontinuity.
(5) during pile test, the monitoring project design to foundation soil is increased, the ground of complete set is devised
Native monitoring scheme, the essence of pile test are soil-pile-structure interactions, are solved traditional single to deformation of pile foundation stress
Monitor the problem of can completely does not reflect transfer law of the load in soil.
Detailed description of the invention
Fig. 1 is the schematic diagram of the load on pile foundation experimental rig of optical fiber grating sensing detection according to the present invention.
Fig. 2 is the structural schematic diagram of load load testing machine according to the present invention.
Fig. 3 is the structural schematic diagram of the ball seat of load load testing machine according to the present invention.
Fig. 4 is the structural schematic diagram of another ball hinged support provided according to the present invention.
Fig. 5 be according to the present invention fiber-optic grating sensor in the diagrammatic cross-section of arrangement of pile foundation.
Fig. 6 A is the load load and pile head settlement curve graph of the pile foundation test of verification experimental verification according to the present invention；
Fig. 6 B is that the FBG strain gauge of verification experimental verification according to the present invention measures axial force diagram；
Fig. 6 C is the optical fiber grating temperature meter reading curve graph of verification experimental verification according to the present invention；
Fig. 6 D is the fiber grating pore water pressure test curve figure of verification experimental verification according to the present invention；
Fig. 6 E is the fiber grating pile-end soil pressue-graph of verification experimental verification according to the present invention.
Main appended drawing reference explanation:
101- preloading ballast, 102- payload platform, 103- load load testing machine, 104- buttress, 106- fiber grating
Foil gauge, 107- test pile, 108- optical fiber grating temperature compensation meter, 109- pore pressure gauge, the two-way soil pressure cell of 110-,
111- subsoil pressure cells, 112- data collection system；
201- joist, 202- the first steel plate backing plate, 203- ball seat, 204- displacement meter, 205- the second steel plate backing plate, 206- thousand
Jin top, 207- pile cover, 208- reserved steel bar main reinforcement；
307- steel reinforcement cage lengthways main steel bar, 308- reinforcing cage stirrup；
2031- tripod, the 2032- load longitudinal axis, 2033- load horizontal axis, 2034- load bulb；
401- lower support plate, 402- upper bracket plate, 404- washer, 405- spherical crown liner plate, 406- plane tetrafluoro slide plate, 407-
Spherical surface tetrafluoro slide plate, 408- anchor and position set, 409- temporary connection plate, 410- rubber pad ring, 412- rubber dust-proof retaining ring, 413-
Pile cover component.
Specific embodiment
With reference to the accompanying drawing, specific embodiments of the present invention will be described in detail, it is to be understood that guarantor of the invention
Shield range is not limited by the specific implementation.
Unless otherwise explicitly stated, otherwise in entire disclosure and claims, term " includes " or its change
Changing such as "comprising" or " including " etc. will be understood to comprise stated element or component, and not exclude other members
Part or other component parts.
As shown in Figure 1, the load on pile foundation experimental rig that a kind of optical fiber grating sensing of the invention detects, comprising: preloading pressure
It carries and sets, load load testing machine, detects sensing device and data collection system 112.
The top of load on pile foundation experimental rig is arranged in preloading ballast；Preferably, as shown in Figure 1, preloading ballast
Device includes preloading ballast 101, payload platform 102 and buttress 104, and preloading ballast 101 is made of solid test block, preloading load
101 are supported by the buttress 104 of the left and right sides, are acted on payload platform 102, and carrying platform is supported by two rigid buttresses,
It is suspended on above test pile.
The lower section of preloading ballast is arranged in, it is preferred that such as Fig. 2 in load load testing machine 103 as shown in Figure 1
Shown includes the joist 201 being connected with preloading ballast, and the first steel plate backing plate 202 for being connected with joist 201, setting exist
The jack 206 that the lower section of first steel plate backing plate 202 and ball seat connected to it 203, the bottom connecting with ball seat 203 are connected,
The second steel plate backing plate 205 being connected with 206 bottom of position jack and the pile cover being connected with 205 bottom of the second steel plate backing plate
207,8 reserved steel bar main reinforcements 208 are provided in pile cover 207, pile cover 207 is provisional pile cover, wherein the second steel plate backing plate
205 left and right sides is respectively arranged with a displacement meter 204；Wherein, it is preferred that as shown in Figures 2 and 3, utilize reserved steel
Muscle main reinforcement does the provisional pile cover of skeleton casting concrete, the second steel plate backing plate 205 is provided on provisional pile cover, in the second steel plate
Backing plate 205 is symmetrically installed four displacement meters 204 for monitoring the average settlement of stake top, the second metal mat from multiple orientation above
A jack 206 is vertically being placed on plate, for transmitting upper part test block load in the strength in pile foundation.Further, exist
It is so that load transmits more evenly, by joist 201 and ball seat between loading platform 102 and jack 206 in the present invention
203 connections, joist 201 is used to bear the load of preloading ballast, and ball seat 203 includes tripod 2031, is placed in triangle branch
The load longitudinal axis 2032 of frame central axis, be connected with load axis 2032 be placed in 2031 apex angle of tripod load horizontal axis 2033,
And with the load bulb 2034 that is inserted in the middle part of load horizontal axis 2033, wherein 2031 bottom of tripod and the first steel plate backing plate connect
It connects, the bottom of load bulb 2034 is connect with the top of jack 206.Another middle ball seat is also provided in the present invention, i.e., such as Fig. 4
Shown in the ball hinged support half-sectional view of ball hinged support (dash area be), the ball hinged support its mainly by upper bracket plate 402, under
Support plate 401, spherical crown liner plate 405, polytetrafluoroethylene (PTFE) slide plate 406, spherical surface tetrafluoro slide plate 407 and rubber retaining ring 410 form.Its
In, upper bracket plate 402 is connect with the first steel plate backing plate 202 by anchor and position set 408, the pile cover of lower support plate 401 and lower part
Component 413 is fixedly connected by being socketed with the bolt of rubber pad ring 410；The lower support plate 401 and 402 gap of upper bracket plate
It is arranged rubber dust-proof retaining ring (412), plane tetrafluoro slide plate 406 is provided between upper bracket plate 402 and spherical crown liner plate 405 to be formed
Second sliding surface is met by being equipped with spherical surface tetrafluoro slide plate 407 between spherical crown liner plate 405 and lower support plate 401 for sliding
The needs of support corner.According to being mentioned that the displacement of ball hinged support is by the plane tetrafluoro on upper bracket plate 402 and undersetting 401
It slides to realize between plate 406.Its working principle is identical with pot rubber bearing.Upper bracket plate 402 and top lotus
The first steel plate backing plate 202 in loading structure is carried by 408 connection of anchor and position set, and all loads are transmitted to upper bracket plate
On, while it is fixed by bolt and washer 404 outside upper bracket plate 402, and connect with temporary connection plate 409.Lower support plate 401 with
Pile cover component 413 (the preferably pile cover and very heavy top contact, to be used to transmit upper part test block load in the power in pile foundation of lower part
Amount) by 410 rubber pad rings, bolt is fixedly connected, and uniformly transfers load downwards.In addition, upper lower support plate 401 with it is upper
Rubber dust-proof retaining ring 412 is arranged in 402 gap of support plate, enters to blocks dust, guarantees that structure power transmission is unaffected.Into one
Step is preferred, and spherical bearing meets the need of support corner by the sliding between spherical crown liner plate 405 and spherical surface tetrafluoro slide plate 407
It wants.The center of rotation for being typically due to ball hinged support is not overlapped with the center of rotation of superstructure, therefore in upper bracket plate 402 and is put down
The second sliding surface is formed between face tetrafluoro slide plate 406.According to the relative position of superstructure and support center of rotation, spherical rotation
It direction can be consistent or opposite with planar slide direction.If two centers of rotation are overlapped, just do not slide in the plane.
Ball hinged support of the invention is particularly suitable in acclive structure, because it is face stress, thus power transmission is more stable, energy
The load of superstructure is effectively passed into substructure, and can guarantee the stability of power transmission and well-balanced load on pile cover
On, and load controllable step by step may be implemented, bias-pressure phenomenon is effectively improved, and it is bad existing to avoid seat empty etc.
As the structure of ball hinged support of the invention is complicated especially suitable for some arrangements, needs uniformly, average, the structure of hierarchical loading
In.And spherical bearing construction is rationally, and the bodily form is uniformly regular, all ensure that its dimensioning in the arrangement of plane and facade structures
Very little, rigidity ductility uniformity.
Sensing device is detected, the bottom of load load testing machine is connected to, as shown in Figure 1 includes being arranged in
FBG strain gauge 106, optical fiber grating temperature compensation meter 108 in pile foundation, a pair of of stake subsoil pressure that pile foundation bottom is set
Power box 111 and the pore pressure gauge 109 and two-way soil pressure cell 110 for occurring and being distributed in 107 outside of test pile in pairs；Its
In, turning in detail to Fig. 4, the pile foundation for detecting sensing device include test stake 107, steel reinforcement cage that 107 outside of experiment stake is set it is vertical
To main reinforcement 307 and the reinforcing cage stirrup 308 being coated on the outside of steel reinforcement cage lengthways main steel bar 307, in steel reinforcement cage lengthways main steel bar 307
Side binds FBG strain gauge 106, simultaneously because the influence of temperature on fiber grating measuring strain signal, pacifies on every optical fiber
An optical fiber grating temperature compensation meter 108 is filled, for correcting the strain value with the monitoring of compensated optical fiber grating sensor, stake bottom is preferred
Four stake subsoil pressure cells 111 are installed in cruciform symmetry and are used for test pile subsoil pressure, directly measurement stake bottom pressure, analyze pile body
With stake bottom stress changing rule, changes traditional test by pile shaft force and make poor inverse stake subsoil pressure with load load
Method, the symmetrical embedding two groups of two-way soil pressure cells 110 in stake week two sides and pore pressure gauge 109 are mutual with soil for measuring pile foundation
Pressure distribution and changing condition after acting in the soil body.Different from the pile test of common knowledge, pile body of the invention is answered
Stress-strain test uses the stress-strain test that anti-interference, corrosion resistant FBG strain gauge 106 carries out pile body, meanwhile,
Optical fiber grating temperature compensation meter 108 is increased, so that the precision of strain testing is higher.It is each for more preferable and comprehensive and accurate measurement
The strained situation of position, every test pile symmetrically lay two optical fiber, are vertically spaced two meters of settings, one optical fiber along the main reinforcement of stake
Grating passes foil gauge 106, it is further preferred that as shown in Figure 1, unilateral in the present invention be arranged 6 fiber gratings biography foil gauges
106, totally 12 fiber gratings biography foil gauges 106 are evenly distributed in pile foundation for two groups of setting, realize real-time and distributed measurement.
Fiber grating passes the optical fiber between foil gauge 106 and is attached and is tested using concatenated method, should be noted light in the present invention
For fine grating all in the inside of reinforcing bar main reinforcement and stirrup convenient for protection sensor, band fastening means is can be used in fixing means, and
The setting of optical fiber grating temperature compensation meter 108 passes foil gauge 106 in the 3rd fiber grating and the 4th fiber grating passes foil gauge 106
Between, conducive to better symmetrical detection of pier foundation temperature accurately to carry out temperature-compensating.
Data collection system 112, with FBG strain gauge 106, optical fiber grating temperature compensation meter 108 and stake subsoil pressure
Power box 111 is separately connected, and data collection system used is the data collection system of common knowledge, data acquisition in the present embodiment
Process and its principle are not repeated herein.
It is another object of the present invention to provide a kind of inspections of the load on pile foundation experimental rig of optical fiber grating sensing detection
Survey method, includes the following steps:
Step 1, the detection sensing device of arrangement and embedding foundation soil:
The detection sensing device of arrangement and embedding foundation soil includes the following steps: in the present invention
Step A, in the symmetrical embedding two groups of pore pressure gauges 109 in two sides of 107 position of test pile and two-way soil pressure cell
110；
Step B is vertically spaced two meter amperes on the steel reinforcement cage lengthways main steel bar 307 of pile foundation and fills a FBG strain gauge
106, it is attached and tests using the concatenated method of optical fiber between adjacent fiber grating strain piece 106, for measuring pile foundation axis
Distributed FBG strain gauge is used to the method for ess-strain, and an optical fiber grating temperature is installed on every optical fiber
Compensation meter 108, for correcting the strain value monitored with compensated optical fiber grating strain piece 106, at the bottom of steel reinforcement cage lengthways main steel bar 307
Four stake subsoil pressure cells 111 of welding of portion's cruciform symmetry, for measuring the distribution of stake bottom pressure and variation tendency；
Step 2, load on pile foundation experimental rig pile:
First determining test pile position, drilling, soil taking hole forming, the detection sensing device that step 1 is arranged is with 0.1m/
The subsidence velocity of s-0.5m/s (preferably 0.2m/s) is vertically slowly put into drilling, until foot of hole, borehole cleaning, from foot of hole
Pouring underwater concrete avoids encountering FBG strain gauge 106 and optical fiber grating temperature compensation meter 108 when vibrating, pours stake
When body concrete, one section of reinforcing bar main reinforcement not casting concrete is reserved, in case production pile cover 207；
Step 4 installs preloading ballast and load load testing machine, will test the fiber grating in sensing device
Foil gauge 106, optical fiber grating temperature compensation meter 108, pore pressure gauge 109, two-way soil pressure cell 110 and stake subsoil pressure
Box 111 is connected to data collection system, and debugging system records initial reading；
Step 5, test pile load test and real-time monitoring, it is heavy that the displacement meter on the second steel plate backing plate records stake top in real time
Drop data, data collection system automatically track acquisition FBG strain gauge, optical fiber grating temperature compensation meter, pore water pressure
The data of the sensing of meter, two-way soil pressure cell and stake subsoil pressure cell terminate test until reaching Ultimate Bearing Capacity.
Practical load on pile foundation test result:
Device through the invention has carried out one 8 meters long, the load on pile foundation test of the cast-in-situ bored pile of 1 rice diameter.Because
Ball seat support is used in load loading device, therefore can be uniform, average hierarchical loading, one is divided into 6 grades of lotuses in this test
Load is carried, total load that loads is 3200kN, in load on pile foundation test loading procedure, has carried out pile body stress strain real-time distribution
Measurement, at the same continuity have recorded optical fiber grating temperature meter reading (the compensation shadow for overcoming temperature to strain measurement error
Ring), stake subsoil pressure change is directly measured, and monitored the changing rule of soil around pile pressure, can reflect pile-soil structure work
Transfer law of the load in soil.Part monitoring data such as the following table 1 is taken, and draws and illustrates as shown in Figure 6A.
The load load and pile head settlement monitoring data of 1 pile foundation test of table
Because displacement sensor is provided at stake top crown beam, according to related specifications and technical standard, pile foundation lotus in test
It carries test and bearing capacity of pile foundation and the limit of rupture is mainly determined by monitoring pile foundation settlement, therefore in load on pile foundation load test
In the process, load load and pile head settlement data such as table 1 is had recorded in real time, drafting as shown in FIG, can be with from Fig. 6 A
Find out and standard is controlled for the sedimentation limit with pile head settlement 80mm, the numerical value of pile top load load at this time is 3200kN, therefore can be sentenced
The limiting damage bearing capacity for determining pile foundation is 3200kN.
And since the force analysis that the stress rule of axle power inside pile body tests load on pile foundation is particularly important, for more
The strained situation of each position of good and comprehensive and accurate measurement, every test pile symmetrically lay two optical fiber, and the main reinforcement along stake is perpendicular
Foil gauge 106 is passed to interval two meters of settings, one fiber grating, it is further preferred that 6 optical fiber of unilateral setting in the present invention
Grating passes foil gauge 106, and totally 12 fiber gratings biography foil gauges 106 are evenly distributed in pile foundation for two groups of setting, realizes in real time
And distributed measurement.Fiber grating passes the optical fiber between foil gauge 106 and is attached and is tested using concatenated method, in this hair
It should be noted that fiber grating is convenient for protection sensor all in the inside of reinforcing bar main reinforcement and stirrup in bright, fixing means uses band
Fastening means.For taking the fiber grating axle power monitoring data at 7 meters of pile body because number of sensors is more with data, in this example
It is illustrated, as shown in Figure 6B.It is classified in load loading procedure when load is from 1600kN to 2000kN, fiber grating axle power meter is read
Number from 69.65kN drastically increases to 338.93kN, different from slow growth when loading before, because of optical fiber optical grating stress meter thus
The relatively deep part under stake of burial place, so reflecting the rule of pile body lower part load transmitting, and demonstrates relevant stake soil and makees
Use load transfer law.
During load on pile foundation test, an optical fiber grating temperature compensation meter 108 is installed on every optical fiber of pile body, is used to
The strain value that amendment and compensated optical fiber grating strain piece 106 monitor, as shown in Figure 6 C, load is loaded into entire loading procedure
3200kN, optical fiber grating temperature meter reading also have obvious growth, especially the pile foundation test rigid incipient stage.It is loaded in load
Just start, after pile concrete structure is extruded stress, generates stress concentration phenomenon, the acting of portion of external load is converted into mixed
Solidifying soil inner potential, therefore temperature increases comparatively fast, when the load of subsequent load, soil-pile-structure interaction simultaneously carries out Stress relief
And redistribution, therefore pile body temperature is slightly reduced, and continues thereafter with increase.Result shadow of the measurement of pile body temperature for pile foundation test
Few people study before sound, but since present invention adds the methods that fiber grating temperature sensor monitors, can compensate
And pile body stress reading is corrected, it is more acurrate and scientifically carry out force analysis.
During pile foundation test, while the monitoring pore water pressure project of soil around pile is carried out, because of load load speed
Rate is relatively fast, therefore the pore water pressure of soil around pile has little time to dissipate, and results in the generation of excess pore water pressure, pore water pressure
The increase situation of power also can reflect the stress state variation of pile-soil structure load transfer law and soil around pile, thus more section
Learn ground analysis pile foundation test result.Such as Fig. 6 D, soil around pile hole is measured using Fiber Optical Bragg Grating Pore-Water Pressure Sensors continuity
Pressure, initial pore water pressure is 0, because pore pressure gauge buried depth position is phreatic line depth, pore water pressure
It is 0, however in pile foundation test loading procedure, load is transmitted to soil around pile after pile body stress, when loading speed is very fast, stake week
The pore water pressure of soil has little time to dissipate, therefore pore water pressure continues to increase.The pore water pressure proposed in through the invention
Monitoring can carry out comprehensively to analyze pile foundation test stress rule from the stress of soil around pile, and judge the load on pile foundation limit.
In pile test method, a subsoil pressure cell is increased for test pile subsoil pressure, directly measures stake bottom pressure,
Pile body and stake bottom stress changing rule are analyzed, traditional testing by pile shaft force is changed and makees poor inverse stake bottom with load load
The method of soil pressure.As illustrated in fig. 6e, the test of pile-end soil pressure, load load just start, and pile-end soil pressure is smaller, because greatly
Fractional load is all decayed in the side friction of soil layer offer, and after being loaded with a period of time, the collateral resistance of soil around pile reaches capacity, more
More loads is transmitted to a bottom, therefore the axle power of stake bottom sharply increases.
In conclusion the present invention realizes the real-time distributed measurement of the pile body stress strain of cast-in-place cast-in-situ bored pile, gram
Conventional measurement techniques such as type vibration wire Reinforcement Stress-count is taken, the traditional approach such as resistance strain gage are discontinuous, are unable to real time reaction, low
The defect of precision.And the measurement data of fiber grating strain meter is compensated using optical fiber grating temperature compensation meter, overcome
Influence of the temperature action of fiber grating to strain measurement error.In addition, increasing a subsoil pressure in pile test method
Power box is used for test pile subsoil pressure, directly measurement stake bottom pressure, analyzes pile body and stake bottom stress changing rule, changes tradition
Tested and the method that loads load and make poor inverse stake subsoil pressure by pile shaft force.In addition, the load in pile foundation test adds
It carries in the design of experimental rig part, setting is improved by the structure of ball seat, it is autonomous flat in activity flexible on jack with bulb
The problems such as weighing, overcoming pile foundation load test discontinuity.During pile test, the monitoring item to foundation soil is increased
Mesh design, devises the foundation soil monitoring scheme of complete set, the essence of pile test is soil-pile-structure interaction, is solved
It is traditional it is single to deformation of pile foundation load-bearing monitor can completely does not reflect transfer law of the load in soil the problem of.
The aforementioned description to specific exemplary embodiment of the invention is in order to illustrate and illustration purpose.These descriptions
It is not wishing to limit the invention to disclosed precise forms, and it will be apparent that according to the above instruction, can much be changed
And variation.The purpose of selecting and describing the exemplary embodiment is that explaining specific principle of the invention and its actually answering
With so that those skilled in the art can be realized and utilize a variety of different exemplary implementation schemes of the invention and
Various chooses and changes.The scope of the present invention is intended to be limited by claims and its equivalents.
Claims (8)
1. a kind of load on pile foundation experimental rig of optical fiber grating sensing detection characterized by comprising
The top of the load on pile foundation experimental rig is arranged in preloading ballast；
Load load testing machine, is arranged in the lower section of the preloading ballast, including with the preloading ballast phase
The joist (201) of connection, the first steel plate backing plate (202) being connected with the joist (201) are arranged in first metal mat
Below plate (202) and jack that ball seat connected to it (203), the bottom that connect with the ball seat (203) are connected
(206), the second steel plate backing plate (205) for being connected with institute rheme jack (206) bottom and with the second steel plate backing plate
(205) pile cover (207) that bottom is connected, wherein be respectively arranged with one at left and right sides of the second steel plate backing plate (205)
Displacement meter (204)；
Sensing device is detected, the bottom of the load load testing machine is connected to, including being arranged in pile foundation
FBG strain gauge (106), optical fiber grating temperature compensation meter (108), a pair of of stake subsoil pressure cell that pile foundation bottom is set
(111) and in pairs occur and be distributed in pore pressure gauge (109) and two-way soil pressure cell on the outside of the test pile (107)
(110)；
And data collection system, with the FBG strain gauge (106), optical fiber grating temperature compensation meter (108) and stake
Subsoil pressure cell (111) is separately connected.
2. the load on pile foundation experimental rig of optical fiber grating sensing detection according to claim 1, which is characterized in that the heap
Carrying ballast includes preloading ballast (101), payload platform (102) and buttress (104), and the preloading ballast (101) is by reality
Heart test block is constituted, and preloading load (101) is supported by the buttress (104) of the left and right sides, acts on the payload platform
(102) on.
3. the load on pile foundation experimental rig of optical fiber grating sensing detection according to claim 1, which is characterized in that the ball
Seat (203) includes tripod (2031), the load longitudinal axis (2032) for being placed in the A-frame central axis and the load axis
(2032) be connected be placed in the tripod (2031) apex angle load horizontal axis (2033) and be inserted in the load horizontal axis
(2033) the load bulb (2034) in the middle part of, wherein tripod (2031) bottom is connect with the first steel plate backing plate, institute
The bottom for stating load bulb (2034) is connect with the top of the jack (206).
4. the load on pile foundation experimental rig of optical fiber grating sensing detection according to claim 1, which is characterized in that the ball
Seat can also be by upper bracket plate (402), lower support plate (401), spherical crown liner plate (405), polytetrafluoroethylene (PTFE) slide plate (406), spherical surface
Tetrafluoro slide plate (407) and rubber retaining ring (410) composition；
Wherein, the upper bracket plate (402) is connect with the first steel plate backing plate (202) by anchor and position set (408), the lower branch
Seat board (401) is fixedly connected with the pile cover component (413) of lower part by being socketed with the bolt of rubber pad ring (410)；The lower branch
Seat board (401) and upper bracket plate (402) gap setting rubber dust-proof retaining ring (412), the upper bracket plate (402) and spherical crown serve as a contrast
The plane tetrafluoro slide plate (406) is provided between plate (405) to form the second sliding surface, it is described to pass through spherical crown liner plate (405)
Spherical surface tetrafluoro slide plate (407) is equipped between lower support plate (401) for sliding to meet the needs of support corner.
5. the load on pile foundation experimental rig of optical fiber grating sensing detection according to claim 1, which is characterized in that the inspection
The pile foundation for surveying sensing device includes the steel reinforcement cage lengthways main steel bar of experiment stake (107), setting on the outside of experiment stake (107)
(307) and the reinforcing cage stirrup (308) that is coated on the outside of the steel reinforcement cage lengthways main steel bar (307), longitudinally main in the steel reinforcement cage
The inside of muscle (307) binds the FBG strain gauge (106) and optical fiber, while the optical fiber is installed on every optical fiber
Grating temperature compensation meter (108), stake bottom are symmetrically installed four stake subsoil pressure cells (111) and are used for test pile subsoil pressure,
Two-way soil pressure cell (110) described in all two sides of stake are embedding two groups symmetrical and pore pressure gauge (109) are for measuring pile foundation and soil
Pressure distribution and changing condition after mutually acting in the soil body.
6. the detection method of the load on pile foundation experimental rig of optical fiber grating sensing detection according to claim 1, feature
It is, includes the following steps:
Step 1, the detection sensing device of arrangement and embedding foundation soil:
Step 2, load on pile foundation experimental rig pile:
Step 4 installs preloading ballast and load load testing machine, will test the fiber grating strain in sensing device
Piece (106), optical fiber grating temperature compensation meter (108), pore pressure gauge (109), two-way soil pressure cell (110) and stake subsoil
Pressure cell (111) is connected to data collection system, and debugging system records initial reading；
Step 5, test pile load test and real-time monitoring, the displacement meter on the second steel plate backing plate record pile head settlement number in real time
Acquisition FBG strain gauge, optical fiber grating temperature compensation meter, pore pressure gauge, double is automatically tracked according to, data collection system
To the data of the sensing of soil pressure cell and stake subsoil pressure cell, until reaching Ultimate Bearing Capacity, terminate test.
7. detection method according to claim 6, which is characterized in that in the arrangement of step 1 and the detection of embedding foundation soil
Sensing device includes two steps:
Step A, pore pressure gauge (109) and two-way soil pressure described in symmetrical embedding two groups of the two sides of test pile (107) position
Power box (110)；
Step B is vertically spaced two meter amperes on the steel reinforcement cage lengthways main steel bar (307) of pile foundation and fills a FBG strain gauge
(106), it is attached and tests using the concatenated method of optical fiber between adjacent fiber grating strain piece (106), for measuring stake
Standard shaft uses distributed FBG strain gauge to the method for ess-strain, and a fiber grating is installed on every optical fiber
Temperature-compensating meter (108), it is longitudinally main in steel reinforcement cage for correcting the strain value with compensated optical fiber grating strain piece (106) monitoring
Four stake subsoil pressure cells (111) of welding of the bottom cruciform symmetry of muscle (307) are become for measuring the distribution of stake bottom pressure and variation
Gesture.
8. detection method according to claim 6, which is characterized in that in the load on pile foundation experimental rig pile of step 2
In, first determining test pile position, drills, soil taking hole forming, the detection sensing device that step 1 is arranged is with 0.1m/s-
The subsidence velocity of 0.5m/s is vertically slowly put into drilling, until foot of hole, borehole cleaning, from coagulation under foot of hole priming petock
Soil avoids encountering FBG strain gauge (106) and optical fiber grating temperature compensation meter (108) when vibrating, pours pile concrete
When, one section of reinforcing bar main reinforcement not casting concrete is reserved, in case production pile cover (207).
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