CN108535113A - A kind of horizontal layered rock mass deformation parametric synthesis determines method - Google Patents
A kind of horizontal layered rock mass deformation parametric synthesis determines method Download PDFInfo
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- CN108535113A CN108535113A CN201810248871.3A CN201810248871A CN108535113A CN 108535113 A CN108535113 A CN 108535113A CN 201810248871 A CN201810248871 A CN 201810248871A CN 108535113 A CN108535113 A CN 108535113A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0042—Pneumatic or hydraulic means
- G01N2203/0048—Hydraulic means
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Abstract
The present invention relates to a kind of horizontal layered rock mass deformation parametric synthesis to determine method, belongs to rock mass deformation parameter testing technical field.Carry out in the Test Tunnel of the method at the construction field (site), include the following steps, 1), setup test component, test position is selected in Test Tunnel, is prepared for field test；2) uniaxial compression test that stratiform rock sample, is carried out in Test Tunnel, determines the vertical elastic modulus and Poisson's ratio of horizontal layer rock mass；3), carry out vertical bearing plate test in Test Tunnel and land plate test and carry out data record and pressure~deformation curve drafting；4), the pressure~deformation curve tested according to beded rock mass uniaxial test result and vertical bearing plate test and land plate, numerical value back analysis, final 5 deformation indexs for determining reaction level beded rock mass transverse isotropy are carried out using business finite element program；5), beded rock mass elasticity modulus is determined in conjunction with Test in Situ energy structure survey result and empirical equation, to confirm rock mass deformation index determined above.The present invention is that a kind of horizontal layer rock mass deformation parametric synthesis determines method.
Description
Technical field
The present invention relates to a kind of horizontal layered rock mass deformation parametric synthesis to determine method, belongs to rock mass deformation parameter testing skill
Art field.
Background technology
It is frequently encountered beded rock mass in tunnel or roadway construction, is different from isotropic rock mass, beded rock mass mechanical property
Matter anisotropic character is notable, and rock mass deformation parameter independent variable is more and is difficult to measure.Stratiform can not be measured accurately at present
The method of rock mass deformation parameter provides reliable basic data to beded rock mass engineering design and construction.
Invention content
It is anti-based on rock mass uniaxial compression test, live rigid bearing plate experiment and numerical value that the object of the present invention is to provide one kind
It drills the horizontal layer rock mass deformation parametric synthesis being combined and determines method,
To achieve the goals above, the technical solution adopted by the present invention is：
A kind of horizontal layered rock mass deformation parametric synthesis determines method, in the Test Tunnel of the method at the construction field (site) into
Row, includes the following steps,
1), setup test component selectes test position in Test Tunnel, prepares for field test；
2) uniaxial compression test of stratiform rock sample, record axial compressive force~deformation curve, axial change, are carried out in Test Tunnel
Shape~lateral deformation curve determines the vertical elastic modulus and Poisson's ratio of horizontal layer rock mass；
3), vertical bearing plate test and land plate are tested and carry out record and the pressure-change of data in Test Tunnel
The drafting of shape curve；
4), the pressure~change tested according to beded rock mass uniaxial test result and vertical bearing plate test and land plate
Shape curve carries out numerical value back analysis using finite element program, it is final comprehensive determine reaction level beded rock mass it is horizontal see it is each to
5 deformation indexs of the same sex；
5), beded rock mass elasticity modulus is determined in conjunction with Test in Situ energy structure survey result and empirical equation, to confirm front
Determining rock mass deformation index.
Technical solution of the present invention further improvement lies in that：The test that rock mass uniaxial compression test is used with bearing plate test
System includes 3 adding system, actuating system and measurement system parts；Compression system includes high-pressure oil pump, hydraulic pressure regulator, hydraulic pressure
Jack, electronic or hand-rail type oil pump, high-pressure oil pipe and high-voltage quick joint is several and range is 10~50Mpa pressure gauge；
Actuating system includes bearing plate, force-transmitting pole and billet；Measurement system includes surveying table holder, magnet stand or omnipotent dial framework and thousand
Divide table, rock mass lateral deformation survey line.
Technical solution of the present invention further improvement lies in that：Hydraulic jack is 2~3, and electronic or hand-rail type oil pump is 2
~3, pressure gauge is 2~3；Survey 2~4, table holder, magnet stand or omnipotent dial framework 5~7,5~7, amesdial；It holds
The thickness of pressing plate is 3cm~4cm, and the thickness of billet is 2cm~3cm.
Technical solution of the present invention further improvement lies in that：The concrete operations of rock mass uniaxial compression test are in step 2,
The cube rock sample top processed stacks bearing plate, jack, billet, force-transmitting pole and billet successively from down to up, most
The billet of top uses the anchor rod anchored roof in Test Tunnel；Then it is respectively arranged to place survey table branch in bearing plate both sides
The bearing of frame and survey table holder of the fixed setting for placing amesdial on bearing, amesdial pass through magnet stand or omnipotent
Dial framework is fixed on survey table holder, and the vertical deformation that 4 amesdials are used to measure surface of test piece is laid in bearing plate quadrangle；It utilizes
Circumferential survey line test rock sample is being compressed axially lower lateral deformation.
Technical solution of the present invention further improvement lies in that：The concrete operations of vertical bearing plate test are to select in step 4
Stack bearing plate, jack, billet, force-transmitting pole and billet after test position successively from down to up at test position again,
The billet of the top uses the anchor rod anchored roof in Test Tunnel；Then it is respectively arranged to place survey table in bearing plate both sides
The bearing of holder and survey table holder of the fixed setting for placing amesdial on bearing, amesdial pass through magnet stand or ten thousand
Energy dial framework is fixed on survey table holder, and the vertical deformation that 4 amesdials are used to measure surface of test piece is laid in bearing plate quadrangle；It surveys
Test system installation and debugging simultaneously carry out testing experiment and data processing after the maintenance of certain time.
Technical solution of the present invention further improvement lies in that：The concrete operations that land plate is tested in step 4 are to try
Production technique carrying platform and selected test position in hole are tested, horizontal direction is set gradually and test position successively at test position
Bearing plate, jack, billet, force-transmitting pole and the billet contacted with the palisades of the other side that the palisades set are in contact；Then
It is vertical at two in each vertical survey table holder placed both ends and be individually fixed in the top and bottom of Test Tunnel in bearing plate both sides
2 horizontal survey table holders are welded between survey table holder；4 amesdials, testing experiment process pilot scale are laid in bearing plate quadrangle
Part surface horizontal distortion；The installation and debugging of test system simultaneously carry out testing experiment after the maintenance of certain time.
Technical solution of the present invention further improvement lies in that：Test system installation and debugging and maintenance through certain time is laggard
Row testing experiment the specific steps are,
(1), preparation
By 1.2 times of determining maximum test pressures of design pressure；It surveys and reads each initial reading for surveying table, per 10min before pressurizeing
Reading is primary, continuously reads three times constant, you can start to pressurize；
(2), rock mass uniaxial compression test
Rock mass pre-pressing stage applies certain pressure to rock mass and carries out precompressed early period to rock mass, microfissure in rock mass is made to close
It closes；Graded loading test is carried out to experiment rock sample, records axial compressive force~deformation curve, axial deformation~lateral deformation curve,
Seek the vertical elastic modulus E of horizontal layer rock massyWith Poisson's ratio μy。
(2), bearing plate test adds unloading for the first time
Determining maximum pressure is divided into 6 grades and is classified application pressure；Pressuring method is added using multiple partial circulating step by step to be unloaded
It carries；For vertical load test, in addition to afterbody pressure is unloaded to zero, other each stage pressures should all retain contact
0.1MPa avoids force-transmitting pole from toppling over to ensure safety operation.
(3), bearing plate test repeats to add uninstall process
After first stage pressure is unsnatched, then apply next stage pressure, repeatedly until afterbody pressure, each stage pressure
Under reading require it is identical
(4), bearing plate test record and observation
During the test, it is recorded in reading, and observes test piece deformation and destroy situation；Draw respectively vertically with level
6 grades of cyclic loading and unloading pressure-deformation curves in bearing plate test.
Technical solution of the present invention further improvement lies in that：The step of horizontal layered rock mass deformation parametric synthesis determines method
Determine that 5 deformed finger targets of reaction level beded rock mass transverse isotropy are as follows in 4：
1) Three-dimension Numerical Model, is established
Three-dimension Numerical Model size is determined that model top surface is test site actual ground shape by 3~5 times of Test Tunnel sizes
State；Refer to by jointed rock mass constitutive model input beded rock mass transverse isotropy mechanics in anisotropy in finite element program
Mark, include vertical elastic modulus Ey, the Poisson's ratio μ y measured according to uniaxial compression test, it is assumed that horizontal direction elastic modulus E x,
Poisson's ratio μ x and shear modulus G；Pressure-bearing template die is established in a model according to horizontal and vertical pressure-bearing Board position, shape and size
Type, and three assigning density, elastic model and Poisson's ratio physical and mechanical parameters；
2), according to vertical bearing plate test loading scheme, the classification that vertical bearing plate is carried out in numerical model test adds
Unload simulation test.
3) loading scheme, is tested according to land plate, the classification that land plate is carried out in numerical model test adds
Unload simulation test.
4) pressure and deformation data in vertical, land plate numerical experiments, are recorded and extracted, pressure~change is drawn
Shape curve graph.
5) it, is compared with the pressure of field measurement~deformation curve, rock mass deformation in numerical model is changed according to data deviation
Parameter re-starts numerical value load test, and carries out result comparison；Numerical experimentation is repeated always, until error is less than 10%；
6), according to the rock mass isotropism parameter inputted in numerical model, the final deformed finger for determining horizontal layer rock mass
Mark Ex, Ey, μ x, μ y and G；
Technical solution of the present invention further improvement lies in that：It is vertical according to on-site measurement horizontal layer rock mass in step 5
With horizontal direction RQD values and empirical equation, estimate that elastic modulus E x, Ey value of horizontal layer rock mass, confirmation numerical value back analysis are true
Fixed elastic mould value.
By adopting the above-described technical solution, the technique effect that the present invention obtains has：
Method combination rock mass uniaxial compression test, scene bearing plate test data and the finite element program of the present invention
Numerical value back analysis can finally determine 5 deformation indexs of reaction level beded rock mass transverse isotropy.Wherein, rock mass list
Axis compression test mainly determines that beded rock mass vertical elastic modulus Ey and Poisson's ratio μ y, numerical inversion model are mainly used for determining rock
Horizontal direction elastic modulus E x, Poisson's ratio μ x and the shear modulus G of body.Rockmass RQD value counts and the rock mass of empirical equation estimation is perpendicular
To elastic modulus E y and horizontal direction elastic modulus E x, numerical value back analysis result is confirmed.
The present invention is proposed one kind and is mutually tied with numerical inversion based on rock mass uniaxial compression test, live rigid bearing plate experiment
The horizontal layer rock mass deformation parametric synthesis of conjunction determines method, and basic data is provided for beded rock mass engineering design and construction.
Description of the drawings
Fig. 1 is vertical bearing plate test stereoscopic schematic diagram of the invention；
Fig. 2 is vertical bearing plate test front view of the invention
Fig. 3 is land plate experiment stereoscopic schematic diagram of the present invention；
Fig. 4 is land plate experiment front view of the present invention；
Fig. 5 is uniaxial compression test schematic diagram of the present invention；
Wherein, 1, bearing plate, 2, jack, 3, billet, 4, force-transmitting pole, 5, survey table holder, 6, amesdial, 7, experiment
Hole, 8, horizontal bearing platform.
Specific implementation mode
Below in conjunction with the accompanying drawings and specific embodiment is described in further details the present invention：
The invention discloses a kind of horizontal layered rock mass deformation parametric synthesis to determine that method, this method pass through examination at the scene
It tests in hole and carries out uniaxial compression test, vertical bearing plate test and the experiment of land plate, obtain test data, while utilization has
Limit member calculation procedure carries out numerical value back analysis, and comprehensive fieldtesting results synthesis determines that the horizontal sight of reaction level beded rock mass is each to same
Property 5 deformation indexs.This method can accurately measure horizontal layered rock mass deformation parameter.
A kind of horizontal layered rock mass deformation parametric synthesis determines method, in the Test Tunnel of the method at the construction field (site) into
The test system that row, uniaxial compression test and bearing plate test use includes 3 compression system, actuating system and measurement system portions
Point；Compression system includes high-pressure oil pump, hydraulic pressure regulator, hydraulic jack, electronic or hand-rail type oil pump, high-pressure oil pipe and high pressure
The pressure gauge that quick coupling is several and range is 10~50MPa；Actuating system includes bearing plate, force-transmitting pole and billet；It measures
System includes surveying table holder, magnet stand or omnipotent dial framework and amesdial, rock mass lateral deformation survey line.Wherein, hydraulic jack
It it is 2~3, electronic or hand-rail type oil pump is 2~3, and pressure gauge is 2~3；Survey 2~4, table holder, magnet stand or ten thousand
Energy dial framework 5~7,5~7, amesdial；The thickness of bearing plate is 3cm~4cm, and the thickness of billet is 2cm~3cm.Including
Following steps,
1), setup test component selectes test position in Test Tunnel, prepares for field test；
2) uniaxial compression test of stratiform rock sample, record axial compressive force~deformation curve, axial change, are carried out in Test Tunnel
Shape~lateral deformation curve determines the vertical elastic modulus and Poisson's ratio of horizontal layer rock mass.
The concrete operations of rock mass uniaxial compression test are in the step, the cube rock sample top processed from down to up
Bearing plate, jack, billet, force-transmitting pole and billet are stacked successively, and the billet of the top is being tested using anchor rod anchored
The roof in hole；Then it is respectively arranged to place the bearing of survey table holder and be fixedly installed on bearing to use in bearing plate both sides
In the survey table holder for placing amesdial, amesdial is fixed on by magnet stand or omnipotent dial framework on survey table holder, in bearing plate
Lay the vertical deformation that 4 amesdials are used to measure surface of test piece in quadrangle；Rock sample is tested in the case where being compressed axially using circumferential survey line
Lateral deformation.
Test system installation and debugging and after the maintenance of certain time carry out testing experiment the specific steps are,
(1), preparation
By 1.2 times of determining maximum test pressures of design pressure；It surveys and reads each initial reading for surveying table, per 10min before pressurizeing
Reading is primary, continuously reads three times constant, you can start to pressurize；It is pre- first to carry out early period before formal load to rock mass for precompressed
Pressure；
(2), add unloading for the first time
Determining maximum pressure is divided into 6 grades and is classified application pressure；Pressuring method is added using multiple partial circulating step by step to be unloaded
It carries；Reading is primary immediately after pressurization, is erected with corresponding thereafter according to the payload values during 10min records Load-unload are needed
To, lateral deformation value, the release after stabilization；As the difference △ Wi and peer for surveying table two adjacent readings on all bearing plates
Under pressure for the first time reading with previous stage pressure under read difference Wi ratio less than 5% when, it is believed that stablized；In stress-relief process
Reading require it is identical as pressurization；For vertical load test, in addition to afterbody pressure is unloaded to zero, other each stage pressures should all
Retain contact 0.1MPa avoids force-transmitting pole from toppling over to ensure safety operation.
(3), it repeats to add uninstall process
After first stage pressure is unsnatched, then apply next stage pressure, repeatedly until afterbody pressure, each stage pressure
Under reading require it is identical
(4), record and observation
During the test, it is recorded in reading, and observes test piece deformation and destroy situation；Respectively draw vertical pressure~
Deformation curve, axial deformation~lateral deformation curve.
3), vertical bearing plate test and land plate are tested and carry out record and the pressure-change of data in Test Tunnel
The drafting of shape curve；
The concrete operations of vertical bearing plate test are to be arrived again by down at test position after selected test position in the step
On stack bearing plate, jack, billet, force-transmitting pole and billet successively, the billet of the top is being tried using anchor rod anchored
Test the roof in hole；Then it is respectively arranged to place the bearing of survey table holder in bearing plate both sides and be fixedly installed on bearing
Survey table holder for placing amesdial, amesdial is fixed on by magnet stand or omnipotent dial framework on survey table holder, in pressure-bearing
Lay the vertical deformation that 4 amesdials are used to measure surface of test piece in plate quadrangle；Test system installation and debugging and through certain time
Testing experiment and data processing are carried out after maintenance.
The concrete operations that land plate is tested in the step are production technique carrying platform and selected survey in Test Tunnel
Try position, at test position horizontal direction set gradually successively the bearing plate being in contact with the palisades of test position, jack,
Billet, force-transmitting pole and the billet contacted with the palisades of the other side；Then distinguish at each vertical placement both ends in bearing plate both sides
It is fixed on the survey table holder of the top and bottom of Test Tunnel, 2 horizontal survey tables are welded between two vertical survey table holders
Holder；The surface of test piece horizontal distortion during 4 amesdials of bearing plate quadrangle laying, testing experiment；The installation of test system is adjusted
It tries and carries out testing experiment after the maintenance of certain time.
Test system installation and debugging and after the maintenance of certain time carry out testing experiment the specific steps are,
(1), preparation
By 1.2 times of determining maximum test pressures of design pressure；It surveys and reads each initial reading for surveying table, per 10min before pressurizeing
Reading is primary, continuously reads three times constant, you can start to pressurize；
(2), add unloading for the first time
Determining maximum pressure is divided into 6 grades and is classified application pressure；Pressuring method is added using multiple partial circulating step by step to be unloaded
It carries；Reading is primary immediately after pressurization, thereafter according to needs payload values and corresponding change during 10min records Load-unload
Shape value, the release after stabilization；When surveyed on all bearing plates the difference △ Wi of table two adjacent readings with under stage pressure the
When the ratio of the difference Wi read under single reading and previous stage pressure is less than 5%, it is believed that stablized；Reading in stress-relief process is wanted
Ask identical as pressurization；For vertical load test, in addition to afterbody pressure is unloaded to zero, other each stage pressures should all retain contact
Pressure 0.1MPa avoids force-transmitting pole from toppling over to ensure safety operation.
(3), it repeats to add uninstall process
After first stage pressure is unsnatched, then apply next stage pressure, repeatedly until afterbody pressure, each stage pressure
Under reading require it is identical
(4), record and observation
During the test, it is recorded in reading, and observes test piece deformation and destroy situation；Draw respectively vertically with level
6 grades of cyclic loading and unloading pressure-deformation curves in bearing plate test.
4) numerical value back analysis, is carried out using finite element program, comprehensive fieldtesting results synthesis determines reaction level
5 deformation indexs of beded rock mass transverse isotropy.
Specific sub-step in the operation of the step is：
1) Three-dimension Numerical Model, is established
Three-dimension Numerical Model size is determined that model top surface is the practical earth's surface shape of test site by 3~5 times of Test Tunnel sizes
State；Beded rock mass transverse isotropy deformed finger is inputted by jointed rock mass constitutive model in anisotropy in finite element program
Mark, include vertical elastic modulus Ey, the Poisson's ratio μ y measured according to uniaxial compression test, it is assumed that horizontal direction elastic modulus E x,
Poisson's ratio μ x and shear modulus G；Pressure-bearing template die is established in a model according to horizontal and vertical pressure-bearing Board position, shape and size
Type, and three assigning density, elastic model and Poisson's ratio physical and mechanical parameters；
2), according to vertical bearing plate test loading scheme, the classification that vertical bearing plate is carried out in numerical model test adds
Unload simulation test.
3) loading scheme, is tested in strict accordance with land plate, point of land plate is carried out in numerical model test
Grade plus unloading simulation test.
4) pressure and deformation data in vertical, land plate numerical experiments, are recorded and extracted, pressure-change is drawn
Shape curve graph.
5) it, is compared with the pressure of field measurement~deformation curve, rock mass deformation in numerical model is changed according to data deviation
Parameter re-starts numerical value load test, and carries out result comparison；Numerical experimentation is repeated always, until error is less than 10%；
6), comprehensive field test and data processing, the final deformation parameter Ex, Ey for determining horizontal layer rock mass, μ x, μ y and
G。
5), beded rock mass elasticity modulus is determined in conjunction with Test in Situ energy structure survey result and empirical equation, to confirm front
Determining rock mass deformation index.
It is according to the vertical and horizontal RQD values of on-site measurement horizontal layer rock mass and empirical equation, estimation in the step
Elastic modulus E x, Ey value of horizontal layer rock mass, the elastic mould value that confirmation numerical value back analysis determines.
The method combination field test data of the present invention and finite element program numerical value back analysis can be determined finally anti-
5 of horizontal layer rock mass transverse isotropy are answered to deform index.Wherein, rock mass uniaxial compression test mainly determines beded rock mass
Vertical elastic modulus Ey and Poisson's ratio μ y, numerical inversion model are mainly used for determining horizontal direction elastic modulus E x, the Poisson of rock mass
Than μ x and shear modulus G.Rockmass RQD value counts and the normal direction elastic modulus E y and horizontal direction springform of empirical equation estimation rock mass
Ex is measured, numerical value back analysis result is confirmed.
Here is specific embodiment：
Select dedicated Test Tunnel, Test Tunnel high about 2m or so, wide about 3.5m or so, to facilitate experiment to grasp at the scene first
As principle, the good rock mass test hole of integrality can excavate into flat-top form rectangular cross section, and the rock mass test hole of integrality difference can
Excavate into stalk arch.Prepare the used component of experiment, the test system that bearing plate test uses includes compression system, power transmission
3 parts of system and measurement system；Wherein compression system includes high-pressure oil pump one, hydraulic pressure regulator one, hydraulic jack 3
Platform, electronic or 3, hand-rail type oil pump, high-pressure oil pipe and high-voltage quick joint is several and range is 10~50Mpa pressure gauge 3
It is a；Actuating system include thickness be 3cm~4cm bearing plate, force-transmitting pole and thickness be 2cm~3cm billet；Measurement system
Including surveying 4, table holder, magnet stand or omnipotent dial framework 7 and 7, amesdial.Billet and bearing plate therein use steel plate
It is made, surveying table holder can use steel pipe or I-steel to make.
It is specifically tested, is included the following steps after being ready work,
1), setup test component selectes test position in Test Tunnel 7, prepares for field test.Generally select experiment
Position is the test position that vertical bearing plate 1 is tested among 7 ground of hole.
2) uniaxial compression test of stratiform rock sample, record axial compressive force~deformation curve, axial change, are carried out in Test Tunnel
Shape~lateral deformation curve determines the vertical elastic modulus and Poisson's ratio of horizontal layer rock mass.
The concrete operations of rock mass uniaxial compression test are in the step, the cube rock sample top processed from down to up
Bearing plate 1, jack 2, billet 3, force-transmitting pole 4 and billet 3 are stacked successively, and the use of billet 3 of the top is anchor rod anchored
In the roof of Test Tunnel 7；Then it is respectively arranged to place the bearing of survey table holder in 1 both sides of bearing plate and consolidate on bearing
The fixed survey table holder 5 being arranged for placing amesdial 6, amesdial 6 are fixed on survey table holder 5 by magnet stand or omnipotent dial framework
On, in 1 four jiaos of vertical deformations laid 4 amesdials and be used to measure rock sample surface of bearing plate；Rock sample is tested using circumferential survey line
It is being compressed axially lower lateral deformation.It is specific as shown in Figure 5.
Test system installation and debugging and after the maintenance of certain time carry out testing experiment the specific steps are,
(1), preparation
By 1.2 times of determining maximum test pressures of design pressure；It surveys and reads each initial reading for surveying table, per 10min before pressurizeing
Reading is primary, continuously reads three times constant, you can start to pressurize；It is pre- first to carry out early period before formal load to rock mass for precompressed
Pressure；
(2), add unloading for the first time
Determining maximum pressure is divided into 6 grades and is classified application pressure；Pressuring method is added using multiple partial circulating step by step to be unloaded
It carries；Reading is primary immediately after pressurization, is erected with corresponding thereafter according to the payload values during 10min records Load-unload are needed
To, lateral deformation value, the release after stabilization；As the difference △ Wi and peer for surveying table two adjacent readings on all bearing plates
Under pressure for the first time reading with previous stage pressure under read difference Wi ratio less than 5% when, it is believed that stablized；In stress-relief process
Reading require it is identical as pressurization；For vertical load test, in addition to afterbody pressure is unloaded to zero, other each stage pressures should all
Retain contact 0.1MPa avoids force-transmitting pole from toppling over to ensure safety operation.
(3), it repeats to add uninstall process
After first stage pressure is unsnatched, then apply next stage pressure, repeatedly until afterbody pressure, each stage pressure
Under reading require it is identical
(4), record and observation
During the test, it is recorded in reading, and observes test piece deformation and destroy situation；Respectively draw axial compressive force~
Deformation curve, axial deformation~lateral deformation curve.Wherein lateral deformation can use the average value of three survey line test results
It needs to carry out in strict accordance with test specification when carrying out plus unloading.
3), the vertical experiment of bearing plate 1 and land plate 1 are tested and carry out record and the pressure change of data in Test Tunnel
The drafting of shape curve.
The concrete operations that vertical bearing plate 1 is tested in the step are, cement of the test position surface mixed with accelerator
Mortar smoothes out, then stacks bearing plate 1, jack 2, billet 3, force-transmitting pole 4 and steel pad successively from down to up at test position
The billet 3 of plate 3, the top uses the anchor rod anchored roof in Test Tunnel 7.Should be noted that when installation keeps entire test system all
Component keeps on the same axis and consistent with compression aspect, consistent with horizontal layer rock mass level normal direction；Force-transmitting pole 4 and Dong Ding
Steel plate between country rock can be anchored at country rock surface by bolt, and the planarization depending on country rock can be to anchor before the anchoring of billet 3
Maintenance sets country rock surface and carries out mortar floating processing.Followed by the laying of measurement system, 1 both sides of bearing plate respectively place survey table it
Between 5 one, using simply supported beam supporting form, support bracket fastened fulcrum be necessarily mounted at experiment influence range other than；In pressure-bearing
1 four jiaos of plate, 4 amesdials 6 of laying, surface of test piece vertical deformation during testing experiment.Particularly, in 1 both sides of bearing plate point
It She Zhi not be used to place between surveying table 5 bearing, on bearing 5 between survey table of the fixed setting for placing amesdial 6, thousand points
Table 6 is fixed on by magnet stand or omnipotent dial framework on 5 between survey table, and 4 amesdials 6 are laid for surveying for 1 four jiaos in bearing plate
Measure the vertical deformation of surface of test piece；The installation and debugging of test system simultaneously carry out after the maintenance of certain time at testing experiment and data
Reason.It is specific as shown in Figure 1 and Figure 2.
The concrete operations that land plate 1 is tested in the step are to make high about 1.5m, width in Test Tunnel 7 first
50cm, length are the horizontal bearing platform of 7 width of Test Tunnel and 7 side wall of optional test hole is test position.If Test Tunnel 7
Side wall injustice uses the cement mortar mixed with accelerator that rock mass test surfaces are smoothed out, and then places bearing plate 1 vertically, and touch
It is allowed to be intimately associated.At test position horizontal direction set gradually successively the bearing plate 1 being in contact with the palisades of test position,
Jack 2, billet 3, force-transmitting pole 4 and the billet 3 contacted with the palisades of the other side.Then each vertical in 1 both sides of bearing plate
Place 5 between the survey table of the both ends top and bottom that are individually fixed in Test Tunnel 7,5 between two vertical survey tables between weld
It connects 5 between 2 horizontal survey tables；Surface of test piece level becomes during bearing plate 1 four jiaos of layings, 4 amesdials 6, testing experiment
Shape；The installation and debugging of test system simultaneously carry out testing experiment after the maintenance of certain time.Should be noted that when installation makes entirely to test system
All components of uniting keep on the same axis and consistent with compression aspect, consistent with horizontal layer rock mass bedding angle, using mixed
The position for coagulating soil needs to be tested through maintenance after a period of time.It is specific as shown in Figure 3, Figure 4.
Test system installation and debugging and after the maintenance of certain time carry out testing experiment the specific steps are,
(1), preparation
By 1.2 times of determining maximum test pressures of design pressure；It surveys and reads each initial reading for surveying table, per 10min before pressurizeing
Reading is primary, continuously reads three times constant, you can start to pressurize；
(2), add unloading for the first time
Determining maximum pressure is divided into 6 grades and is classified application pressure；Pressuring method is added using multiple partial circulating step by step to be unloaded
It carries；Reading is primary immediately after pressurization, thereafter according to needs payload values and corresponding change during 10min records Load-unload
Shape value, the release after stabilization；When surveyed on all bearing plates 1 the difference △ Wi of table two adjacent readings with under stage pressure the
When the ratio of the difference Wi read under single reading and previous stage pressure is less than 5%, it is believed that stablized；Reading in stress-relief process is wanted
Ask identical as pressurization；For vertical load test, in addition to afterbody pressure is unloaded to zero, other each stage pressures should all retain contact
Pressure 0.1MPa avoids force-transmitting pole 4 from toppling over to ensure safety operation.
(3), it repeats to add uninstall process
After first stage pressure is unsnatched, then apply next stage pressure, repeatedly until afterbody pressure, each stage pressure
Under reading require it is identical
(4), record and observation
During the test, it is recorded in reading, and observes test piece deformation and destroy situation, if it find that problem is entangled in time
Positive processing.After experiment according to the data of record draw respectively vertically with land plate 1 test in 6 grades of cyclic loading and unloadings
Pressure-deformation curve.
It needs to carry out in strict accordance with test specification when carrying out plus unloading.
4) numerical value back analysis, is carried out using finite element program, comprehensive fieldtesting results synthesis determines reaction level
5 deformation indexs of beded rock mass transverse isotropy.
Specific sub-step in the operation of the step is：
1) Three-dimension Numerical Model, is established
Three-dimension Numerical Model size is determined that model top surface is test site actual ground shape by 3~5 times of 7 sizes of Test Tunnel
State；Refer to by jointed rock mass constitutive model input beded rock mass transverse isotropy mechanics in anisotropy in finite element program
Mark, include vertical elastic modulus Ey, the Poisson's ratio μ y measured according to uniaxial compression test, it is assumed that horizontal direction elastic modulus E x,
Poisson's ratio μ x and shear modulus G；Pressure-bearing template die is established in a model according to horizontal and vertical pressure-bearing Board position, shape and size
Type, and three assigning density, elastic model and Poisson's ratio physical and mechanical parameters；
2) loading scheme, is tested according to vertical bearing plate 1, the classification of vertical bearing plate 1 is carried out in numerical model test
Add unloading simulation test.
3) loading scheme, is tested in strict accordance with land plate 1, land plate 1 is carried out in numerical model test
Classification plus unloading simulation test.
4), record and extract pressure and deformation data in vertical, 1 numerical experiments of land plate, draw pressure~
Deformation curve figure.
5) it, is compared with the pressure of field measurement-deformation curve, rock mass deformation in numerical model is changed according to data deviation
Parameter re-starts numerical value load test, and carries out result comparison；Numerical experimentation is repeated always, until error is less than 10%；
6), comprehensive field test and numerical value inversion result, the rock mass deformation parameter that numerical simulation uses is horizontal layer
Deformation parameter Ex, Ey of rock mass, μ x, μ y and G.
7), according to the vertical and horizontal RQD values of on-site measurement horizontal layer rock mass and empirical equation, horizontal layer is estimated
Elastic modulus E x, Ey value of rock mass, the Modulus of Elasticity of Rock Mass value that confirmation numerical value back analysis determines.
In the embodiment, deformation parameter Ex, Ey, μ x, μ y and the G of horizontal layer rock mass finally can determine, be bedded rock
Body engineering design and construction provides basic data.
Claims (9)
1. a kind of horizontal layered rock mass deformation parametric synthesis determines method, it is characterised in that：The examination of the method at the construction field (site)
It tests in hole and carries out, include the following steps,
1), setup test component selectes test position in Test Tunnel, prepares for field test；
2), in Test Tunnel carry out stratiform rock sample uniaxial compression test, record axial compressive force~deformation curve, axial deformation~
Lateral deformation curve determines the vertical elastic modulus and Poisson's ratio of horizontal layer rock mass；
3) vertical bearing plate test is carried out in Test Tunnel and land plate is tested and carries out record and the pressure~change of data
The drafting of shape curve；
4) pressure~deformation, tested according to beded rock mass uniaxial test result and vertical bearing plate test and land plate is bent
Line carries out numerical value back analysis, final comprehensive determining reaction level beded rock mass transverse isotropy using finite element program
5 deformation indexs；
5), horizontal layer Modulus of Elasticity of Rock Mass is determined in conjunction with Test in Situ energy structure survey result and empirical equation, to confirm front
Determining rock mass deformation index.
2. a kind of horizontal layered rock mass deformation parametric synthesis according to claim 1 determines method, it is characterised in that：Rock mass
The test system that uniaxial compression test is used with bearing plate test includes 3 compression system, actuating system and measurement system parts；
Compression system includes that high-pressure oil pump, hydraulic pressure regulator, hydraulic jack, electronic or hand-rail type oil pump, high-pressure oil pipe and high pressure are fast
The pressure gauge that quick coupling is several and range is 10~50Mpa；Actuating system includes bearing plate, force-transmitting pole and billet；Measure system
System includes surveying table holder, magnet stand or omnipotent dial framework and amesdial, rock mass lateral deformation survey line.
3. a kind of horizontal layered rock mass deformation parametric synthesis according to claim 2 determines method, it is characterised in that：Hydraulic pressure
Jack is 2~3, and electronic or hand-rail type oil pump is 2~3, and pressure gauge is 2~3；Survey 2~4, table holder, magnetic table
Frame or omnipotent dial framework 5~7,5~7, amesdial；The thickness of bearing plate is 3cm~4cm, the thickness of billet be 2cm~
3cm。
4. a kind of horizontal layered rock mass deformation parametric synthesis according to claim 3 determines method, it is characterised in that：Step
The concrete operations of rock mass uniaxial compression test are to stack pressure-bearing successively from down to up on the cube rock sample top processed in 2
The billet of plate, jack, billet, force-transmitting pole and billet, the top uses the anchor rod anchored roof in Test Tunnel；Then
It is respectively arranged to place the bearing of survey table holder in bearing plate both sides and be fixedly installed on bearing for placing amesdial
Survey table holder, amesdial is fixed on by magnet stand or omnipotent dial framework on survey table holder, and 4 thousand are laid in bearing plate quadrangle
The vertical deformation for dividing table to be used to measure surface of test piece；It is being compressed axially lower lateral deformation using circumferential survey line test rock sample.
5. a kind of horizontal layered rock mass deformation parametric synthesis according to claim 2 determines method, it is characterised in that：Step
The concrete operations of vertical bearing plate test are to select test position in 4, smooth out test position surface with cement mortar, then again
Stack bearing plate, jack, billet, force-transmitting pole and billet, the steel pad of the top successively from down to up at test position
Plate uses the anchor rod anchored roof in Test Tunnel；Then it is respectively arranged to the bearing of placement survey table holder simultaneously in bearing plate both sides
And survey table holder of the fixed setting for placing amesdial, amesdial are fixed on by magnet stand or omnipotent dial framework on bearing
It surveys on table holder, the vertical deformation that 4 amesdials are used to measure surface of test piece is laid in bearing plate quadrangle；The installation of test system is adjusted
It tries and carries out testing experiment and data processing after the maintenance of certain time.
6. a kind of horizontal layered rock mass deformation parametric synthesis according to claim 2 determines method, it is characterised in that：Step
The concrete operations that land plate is tested in 4 are that production technique carrying platform and selected test position, use cement in Test Tunnel
Mortar smoothes out test position surface, and horizontal direction is set gradually successively at test position is in contact with the palisades of test position
Bearing plate, jack, billet, force-transmitting pole and the billet contacted with the palisades of the other side；Then each perpendicular in bearing plate both sides
The straight survey table holder placed both ends and be individually fixed in the top and bottom of Test Tunnel, is welded between two vertical survey table holders
2 horizontal survey table holders；The surface of test piece horizontal distortion during 4 amesdials of bearing plate quadrangle laying, testing experiment；It surveys
Test system installation and debugging simultaneously carry out testing experiment after the maintenance of certain time.
7. determining method, feature according to a kind of horizontal layered rock mass deformation parametric synthesis of claim 4-6 any one of them
It is：The installation and debugging of test system and after the maintenance of certain time carry out testing experiment the specific steps are,
(1), preparation
By 1.2 times of determining maximum test pressures of design pressure；It surveys and reads each initial reading for surveying table, read per 10min before pressurizeing
Once, it continuously reads three times constant, you can start to pressurize；
(2), rock mass uniaxial compression test
Rock mass pre-pressing stage applies certain pressure to rock mass and carries out precompressed early period to rock mass, microfissure in rock mass is made to be closed；It is right
It tests rock sample and carries out graded loading test, water is sought in record axial compressive force~deformation curve, axial deformation~lateral deformation curve
The vertical elastic modulus E of flat beded rock massyWith Poisson's ratio μy；
(2), bearing plate test adds unloading for the first time
Determining maximum pressure is divided into 6 grades and is classified application pressure；Pressuring method adds unloading using multiple partial circulating step by step；It is right
In vertical load test, in addition to afterbody pressure is unloaded to zero, other each stage pressures should all retain contact 0.1MPa, to protect
Safety operation is demonstrate,proved, force-transmitting pole is avoided to topple over；
(3), bearing plate test repeats to add uninstall process
After first stage pressure is unsnatched, then apply next stage pressure, repeatedly up under afterbody pressure, each stage pressure
Reading requires identical；
(4), bearing plate test record and observation
During the test, it is recorded in reading, and observes test piece deformation and destroy situation；It draws respectively vertically and land
6 grades of cyclic loading and unloading pressure-deformation curves in plate experiment.
8. a kind of horizontal layered rock mass deformation parametric synthesis according to claim 7 determines method, it is characterised in that：It is horizontal
5 changes of reaction level beded rock mass transverse isotropy are determined in the step 4 of the layered determining method of rock mass deformation parameter synthesis
Shape index is as follows：
1) Three-dimension Numerical Model, is established
Three-dimension Numerical Model size is determined that model top surface is the practical surface configuration of test site by 3~5 times of Test Tunnel sizes；It borrows
Jointed rock mass constitutive model in anisotropy is helped in finite element program to input beded rock mass transverse isotropy mechanical index, including
According to uniaxial compression test measure vertical elastic modulus Ey, Poisson's ratio μ y, it is assumed that horizontal direction elastic modulus E x, Poisson's ratio μ x
And shear modulus G；Pressure-bearing Slab is established in a model according to horizontal and vertical pressure-bearing Board position, shape and size, and is assigned
Give three density, elastic model and Poisson's ratio physical and mechanical parameters；
2), according to vertical bearing plate test loading scheme, the classification that vertical bearing plate is carried out in numerical model test adds unloading
Simulation test；
3) loading scheme, is tested according to land plate, the classification that land plate is carried out in numerical model test adds unloading
Simulation test；
4) pressure and deformation data in vertical, land plate numerical experiments, are recorded and extracted, it is bent to draw pressure~deformation
Line chart；
5), pressure~deformation curve with live bearing plate test actual measurement compares, and rock in numerical model is changed according to data deviation
Body deformation parameter re-starts numerical value load test, and carries out result comparison；Numerical experimentation is repeated always, until error is less than
10%；
6), according to the rock mass isotropism deformation parameter inputted in numerical model, the final deformed finger for determining horizontal layer rock mass
Mark Ex, Ey, μ x, μ y and G.
9. a kind of horizontal layered rock mass deformation parametric synthesis according to claim 8 determines method, it is characterised in that：Step
It is that horizontal layer rock mass is estimated according to the vertical and horizontal RQD values of on-site measurement horizontal layer rock mass and empirical equation in 5
Elastic modulus E x, Ey value, the elastic mould value that confirmation numerical value back analysis determines.
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