CN109520829A - A kind of soil-stone material of maximum particle diameter greater than 40mm is carried than determining method - Google Patents
A kind of soil-stone material of maximum particle diameter greater than 40mm is carried than determining method Download PDFInfo
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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Abstract
A kind of soil-stone material the invention discloses maximum particle diameter greater than 40mm is carried than determining method, and soil-stone material to be determined is divided into partial size less than 40mm and A first1Group and A greater than 40mm2Group；Measure A1The actual measurement of group mixture carries ratio；Determine the best micro mechanics parameter of mixture；Determine A2The numerical experimentation of the mixture of group carries ratio；According to the actual measurement of mixture carrying than, than being fitted according to model, finally obtaining the computation model of the carrying ratio of mixture of the partial size greater than 40mm with numerical experimentation carrying；Finally, determining that maximum particle diameter is greater than the maximum dry density of 40mm according to the method that actual measurement is combined with calculating.The present invention overcomes the deficiencies that existing Experimental Method in Laboratory can only determine roadbed soil-stone material carrying ratio of the partial size no more than 40mm, the carrying ratio of the soil-stone material on roadbed paving different sections of highway can be fast and accurately obtained, provides key parameter for the compaction quality control of soil-stone embankment.
Description
Technical field
The invention belongs to subgrade engineering technical fields, and in particular to a kind of soil-stone material of maximum particle diameter greater than 40mm is held
It carries than determining method.
Background technique
A large amount of soil-stone material can be generated during China mountain area, hilly country constructing highway, it is such as a wide range of discarded,
The wasting of resources and a large amount of wastes are not only resulted in, can also generate adverse effect to the ecological environment of roadside.In line with because of ground system
Preferably, the principle economize on resources, gathered materials on the spot, soil-stone material are widely used in roadbed construction, have accumulated some beneficial works
Journey experience.
However, material is uneven and uncontrollable since the complicated composition of soil-stone embankment soil, particle gap are big,
Physico-mechanical properties are influenced outside by water content, native stone property, also closely related with rock-soil ratio, maximum particle diameter, soil-rock ratio example etc., into
And cause the engineering mechanical properties of soil-stone embankment that complicated rule is presented, easily there are the diseases such as differential settlement.Above-mentioned phenomenon
No doubt related with the complicated Mechanical Characters of Composite Ground of soil-stone embankment soil, but laboratory method unreasonable at present is also major reason.It holds
The intensity for being used to evaluate soil matrix than (CBR) is carried, i.e. standard specimen is broken by the finder charge and standard applied when 2.5mm in injection
The ratio for the load that stone material is applied in identical injection amount, it is expressed as a percentage." highway earthwork test rule " (JTG
E40-2007) the mechanics examination that regulation is less than 40mm subgrade soils using real method, shake table method or the molding of surface vibration compacting is hit
Thus part tests the mechanical strengths such as carrying ratio, the modulus of resilience of test specimen.
However, containing a large amount of boulder and cobble or rubble in soil-stone embankment soil, cobble partial size is 60~200mm, gravel
Partial size is 2~60mm；Partial size is greater than the addition of 40mm boulder and cobble, changes the mechanical strength of soil-stone material significantly.And it is existing
Method can simultaneously test the mechanical strength of the soil-stone material containing boulder and cobble, lead to engineering properties and the scene of indoor shaping test piece
Core sample strength difference is larger, can not disclose objective law between material composed structure and performance, leads to the heavy of soil-stone embankment
Drop deformation is not effectively predicted with buckling behaviors.Based on this, develop soil-stone material CBR of the maximum particle diameter greater than 40mm
It determines method, to the intensity and bearing capacity for promoting soil-stone embankment, reduces subgrade defect, extension Road Service Life, reduction
Roadbed maintenance cost is of great significance.
Summary of the invention
In view of the drawbacks of the prior art and insufficient, the present invention provides the soil-stone materials that a kind of maximum particle diameter is greater than 40mm
Than determining method, solving existing Experimental Method in Laboratory can only determine maximum particle diameter no more than 40mm roadbed mixture for carrying
The problem of carrying is compared.
To achieve the goals above, the present invention is realised by adopting the following technical scheme:
A kind of soil-stone material of maximum particle diameter greater than 40mm is carried than determining method, by formula (1) to soil-stone material
Maximum dry density is calculated,
In formula: CBR indicates that soil-stone material of the maximum particle diameter greater than 40mm carries ratio；
CBR40Indicate that partial size is the carrying ratio of 0~40mm mixture；
ρmaxIndicate that partial size is the maximum dry density of 0~40mm mixture, g/cm3；
λ indicates the volume of mixture of the partial size greater than 40mm,Wherein,Indicate partial size be 0~
The quality of the mixture of 40mm, g；Indicate the quality of mixture of the partial size greater than 40mm, g；
η indicates particle characteristic parameter, η=D2max/ 40, wherein D2maxIndicate the maximum grain of mixture of the partial size greater than 40mm
Diameter；
A, b indicates regression coefficient, wherein the value range that the value range of a is 0~6.5, b is 0~5.0.
Further, when the compression strength of the stone particle in soil-stone material is greater than 30MPa, the value range of a is 0~
2.3, b value range is 0~1.8；When the compression strength of stone particle is between 15~30MPa, the value range of a is
2.3 the value range of~4.5, b are 1.8~3.5；When the compression strength of stone particle is less than 15MPa, the value range of a is 4.5
The value range of~6.5, b are 3.5~5.0.
Specifically, the determination process of regression coefficient a, b the following steps are included:
Step 1: taking part soil-stone material to be determined as sample, sample is divided into A1Group and A2Group, wherein A1Group is mixed
Closing material partial size is 0~40mm, A2The minimum grain size of the mixture of group is greater than 40mm；
By A1Group mixture is divided into the different n group of particle size range, respectively A11,…A1i,…,A1n, i=1,2 ... n, n >=
2；Wherein, A1iParticle size range be Di-1~DiMm, wherein D0=0, Dn=40mm；
By A2The mixture of group is divided into the different m group of particle size range, respectively A21,…A2j,…,A2m, j=1,2 ... m, m
≥3；Wherein, A2jParticle size range be 40mm~DjMm, 40mm < Dj-1<Dj；
Step 2: measurement A1The actual measurement of group mixture carries ratio:
By A11To A1nThis n group mixture is mixed, and mixes P group respectively, and the mass ratio of P >=4, every group of mixture closes
It is different；The actual measurement maximum dry density ρ of each group of mixture in this P group is tested using indoor vibration compaction test methodp,maxAnd actual measurement
California bearing ratiop, p=1,2 ..., P；
Step 3: determine the best micro mechanics parameter of mixture:
Step 3.1: the model for generating injection bar, trying cylinder and pedestal；According to the particle of every group of soil-stone material composition, geometry
Shape and physical parameter generate virtual soil-stone material particle, and wherein physical parameter includes density, modulus and Poisson's ratio；?
It is completed under gravity preliminary closely knit；The linear elastic model with damping is selected, soil particle and stone particle in soil-stone material are inputted
Micro mechanics parameter initial value, apply exciting force, virtual test specimen is formed to mixture vibration compaction test；
Step 3.2: lotus being loaded to test specimen, makes injection bar Specimen, injection when record injection amount is 2.5mm and 5mm
Pressure p2.5With p5.0, pth group mixture CBR is calculated by following formula (2)2.5And CBR5.0, take the larger value as pth group mixture
Numerical experimentation california bearing ratiop,s, finally acquire the numerical experimentation california bearing ratio of each group of P group mixturep,s, p=1,2 ...,
P；
Step 3.3: calculating actual measurement california bearing ratio by formula (3)pWith numerical experimentation california bearing ratiop,sIt is accumulative relatively partially
Poor δ；The micro mechanics parameter for adjusting mixture repeatedly, obtains multiple δ, and when δ minimum, corresponding micro mechanics parameter is best micro- power
Learn parameter；
Step 4: determining A2Group and A1The numerical experimentation of mixture carries ratio after group mixing:
Step 4.1: by A21Group and A1The P group mixture of group is mixed respectively, the mixture according to obtained in step 3
Best micro mechanics parameter carries out numerical experiments, the numerical value of mixture after being mixed to mixed P group mixture respectively
Test california bearing ratio21,s,
Step 4.2: according to above-mentioned steps 4.1, to A2Other groups in group carry out numerical simulation, finally obtain A2In group
The numerical experimentation of whole m group mixtures carries ratio, respectively CBR21,s,CBR22,s,…,CBR2j,s,...,CBR2m,s, wherein
Step 5: the CBR obtained according to step 2pThe CBR obtained with step 4.22j,s, p=1,2 ..., P, j=1,2 ...
M, (4) are fitted according to the following formula, obtain regression coefficient a and b；
In formula: CBRpFor A1The actual measurement of group carries ratio, p=1,2 ..., P；
CBR2j,sFor A2Group and A1The numerical experimentation of mixture carries ratio, j=1,2 ... m after group mixing；
ρp,maxFor A1The actual measurement maximum dry density of group, g/cm3；
λ is A2Quality accounting of the group soil-stone material in soil-stone material；
For A1The quality of group mixture, g；For A2The quality of group mixture, g
η=D2max/ 40, indicate A2The maximum particle diameter D of group soil-stone material2maxWith the ratio of minimum grain size 40mm, expression
Grain character parameter；
A, b are regression coefficient；
Specifically, the detailed process of the step 2 are as follows:
Step 2.1: for first group of mixture in P group mixture, taking aliquot, drying to constant weight, then configures more
The identical sample of part measures the dry density of every a sample, specifically:
Step 2.1.1: being 2%~3% with the percentage of water quality and soil-stone material dry weight for first part of sample
Water is added in ratio, stirs evenly, and is packed into sealing a period of time in polybag or plastic barrel；Soil sampling is fitted into die trial, is being vibrated
Vibration compaction test is carried out on compaction test apparatus, and test specimen mass M, height h and diameter D are weighed after demoulding；Test specimen is crushed, is weighed from test specimen
The sample drying of at least two parts identical weights, measuring of moisture content ω, is averaged respectively；This part of sample is calculated by following formula (6)
Dry density ρ1；
In formula, M, h, D are quality, height and the diameter for being respectively demoulding test specimen, and the unit of quality is g/cm3, highly and
The unit of diameter is cm；
Step 2.1.2: repeat the above steps 2.1.1, obtains the dry density of first group of other part of sample；
Step 2.2: drawing first group of dry density and the relation curve of moisture content, dry density corresponding to peak of curve is
The maximum actual measurement dry density ρ of first group of soil-stone embankment sample1,max, survey maximum dry density ρ1,maxCorresponding water content is
Optimum moisture content ω1；
Step 2.3: the maximum actual measurement dry density ρ determined according to step 2.1 and step 2.21,max, optimum moisture content ω1With
First group of mixture is shaped to test specimen using vibration compaction test method by the predetermined compactness K of engineering requirements；Test specimen is applied
Load, injection pressure p when record injection amount is 2.5mm and 5mm2.5With p5.0, first group of mixture is calculated by formula (5)
CBR2.5And CBR5.0, take the larger value as the actual measurement california bearing ratio of first group of mixture1；
Wherein, CBR2.5Indicate the carrying ratio of mixture when injection amount is 2.5mm, CBR5.0When indicating that injection amount is 5.0mm
The carrying ratio of mixture；p2.5Indicate injection pressure when injection amount is 2.5mm to test specimen, kN；p5.0Expression injection amount is 5.0mm
When to the injection pressure of test specimen, kN；
Step 2.4: according to the process of step 2.1 to step 2.3, testing the actual measurement carrying ratio of other group of mixture, finally
Obtain the actual measurement california bearing ratio of P group mixturep, p=1,2 ..., P.
Specifically, the best micro mechanics parameter of the mixture according to obtained in step 3 is to mixing in the step 4.1
P group mixture afterwards carries out numerical experimentation, determines the numerical experimentation california bearing ratio of mixture after mixing21,sDetailed process are as follows:
Step 4.1.1: the model for generating injection bar, trying cylinder and pedestal；According to the particle of mixed P group soil-stone material
Composition, geometry and physical parameter, generate virtual P group soil-stone material particle, wherein physical parameter includes density, modulus
With Poisson's ratio；It completes under the effect of gravity preliminary closely knit；Select the linear elastic model with damping, the soil determined in input step 3
The best micro mechanics parameter of soil particle and stone particle in stone mixture applies exciting force, is formed virtually to mixture vibration compaction test
Test specimen shares P virtual test specimens；
Step 4.1.2: loading lotus to the P obtained test specimen of step 4.1.1 respectively, make injection bar Specimen, record
Injection pressure p when injection amount is 2.5mm and 5mm2.5With p5.0, pass through the CBR of following formula (5) calculation testing piece2.5And CBR5.0, each
Test specimen corresponds to a CBR2.5And CBR5.0, the larger value is taken to carry ratio as the numerical experimentation of this group of mixture；According to this step
The numerical experimentation carrying ratio for calculating other test specimens finally obtains P test specimen numerical experimentation carrying ratio,
Compared with prior art, the beneficial effects of the present invention are:
The present invention overcomes existing Experimental Method in Laboratory can only determine subgrade soils stone mixing of the partial size no more than 40mm
Deficiency of the material carrying than (CBR), method of the invention substantially increase the correlation of test specimen CBR with subgrade rating, Neng Gougeng
For the effectively accurately sedimentation and deformation and buckling behaviors of prediction soil-stone embankment, and then the military service longevity of raising soil-stone embankment
Life；Method of the invention is reliable, does not need extra cost, determines quickly, is suitble to large-scale promotion application.
Detailed description of the invention
Fig. 1 is the comparing result that dry density and numerical experimentation dry density are surveyed in embodiment.
Fig. 2 is the curve graph of the CBR for the mixture that maximum particle diameter is 60mm in embodiment.
Fig. 3 is the curve graph of the CBR for the mixture that maximum particle diameter is 80mm in embodiment.
Fig. 4 is the curve graph of the CBR for the mixture that maximum particle diameter is 100mm in embodiment.
Fig. 5 is A in embodiment1Dry density-plot of water cut the figure of group (0~40mm of partial size) soil-stone material.
The present invention is illustrated below in conjunction with specification drawings and specific embodiments.
Specific embodiment
, need to measure at longer one section of soil-stone embankment difference
The carrying ratio of soil-stone material, and it is greater than the soil-stone material of 40mm for maximum particle diameter, method traditional at present is can not to survey
Fixed, therefore, the present invention proposes that soil-stone material carrying ratio of the following methods to maximum particle diameter greater than 40mm is determined.It needs
Illustrate here: the micro mechanics parameter of the soil-stone material mentioned in the present invention refers to the friction system of soil particle Yu stone particle
Several and damped coefficient.Soil-stone material in the present invention is the mixture that soil particle and stone particle form.The present invention is given below
Maximum particle diameter greater than 40mm soil-stone material carrying ratio calculation method, this method mainly pass through formula (1) to native stone mix
Material carrying ratio is calculated,
In formula: CBR indicates that soil-stone material of the maximum particle diameter greater than 40mm carries ratio；
CBR40Indicate that partial size is the carrying ratio of 0~40mm mixture；
ρmaxIndicate that partial size is the maximum dry density of 0~40mm mixture, g/cm3；
λ indicates the volume of mixture of the partial size greater than 40mm,Wherein,Indicate partial size be 0~
The quality of the mixture of 40mm, g；Indicate the quality of mixture of the partial size greater than 40mm, g；
η indicates particle characteristic parameter, η=D2max/ 40, wherein D2maxIndicate the maximum grain of mixture of the partial size greater than 40mm
Diameter；
A, b indicates regression coefficient, wherein the value range that the value range of a is 0~6.5, b is 0~5.0.
More specifically, when the compression strength of the stone particle (partial size ﹥ 5mm) in soil-stone material is greater than 30MPa, a's is taken
Being worth the value range that range is 0~2.3, b is 0~1.8；When the compression strength of stone particle is between 15~30MPa, a's
The value range that value range is 2.3~4.5, b is 1.8~3.5；When the compression strength of stone particle is less than 15MPa, a's is taken
Being worth the value range that range is 4.5~6.5, b is 3.5~5.0.The following table 1 is the engineering classification of soil-stone material.
The engineering classification of 1 soil-stone material of table
The invention also discloses the determination process of above-mentioned regression coefficient a, b, specifically includes the following steps:
Step 1: taking the soil-stone material of certain on certain soil-stone embankment to be determined as sample, by sample point
For A1Group and A2Group, wherein A1The stone size of group is 0~40mm, A2The minimum grain size of the mixture of group is greater than 40mm；
By A1Group mixture is divided into the different n group of particle size range, respectively A11,…A1i,…,A1n, i=1,2 ... n, n >=
2；Wherein, A1iParticle size range be Di-1~DiMm, wherein D0=0, Dn=40mm；
Preferably, according to the best Sieving and casing of practical implementation process, by A1Group is divided into two groups, A11The mixture of group
Particle size range is 0~5mm, A12The particle size range of the mixture of group is 5~40mm；
By A2The mixture of group is divided into the different m group of particle size range, respectively A21,…A2j,…,A2m, j=1,2 ... m, m
≥3；Wherein, A2jParticle size range be 40mm~DjMm, 40mm < Dj-1<Dj；
Preferably, in order to keep later period fitting result more accurate, by A2Group is divided at least three groups, is such as maximum particle diameter
The mixture of 100mm, particle size range are respectively as follows: 40~60mm, 40~80mm, 40~100mm.
Step 2: measurement A1The actual measurement of group mixture carries ratio:
Tradition is directly not have to grouping, it is to obtain different numerical value and use that the application, which is grouped, with instrument test
In subsequent fitting, detailed process are as follows:
By A11To A1nThis n group mixture is mixed according to certain mass ratio, mixes P group respectively, P >=4 need at least
Four points just can guarantee later period fitting precision, and every group of proportionate relationship is different；A11To A1nMass ratio relationship preferably uniformly point
The proportionate relationship of cloth, when such as n=2, A11With A12Mass ratio can be 70:30,60:40,50:50,40:60,30:70；
Then the actual measurement maximum dry density ρ of each group of mixture in this P group is tested using indoor vibration compaction test methodp,maxWith
Survey california bearing ratiop, p=1,2 ..., P；
In step 2 of the invention, the actual measurement california bearing ratio of P group soil-stone material sample is measuredp, detailed process are as follows:
Step 2.1: for first group of soil-stone material, taking aliquot, drying to constant weight, then configure more parts it is identical
Sample, generally 5~6 parts determine the dry density of every a sample, specifically:
Step 2.1.1: being 2%~3% with the percentage of water quality and soil-stone material dry weight for first part of sample
Water is added in ratio, stirs evenly, and is packed into sealing a period of time in polybag or plastic barrel；Soil sampling is fitted into die trial, is being vibrated
Vibration compaction test is carried out on compaction test apparatus, and test specimen mass M, height h and diameter D are weighed after demoulding；Test specimen is crushed, is weighed from test specimen
The sample drying of at least two parts identical weights, measuring of moisture content ω, is averaged respectively；This part of sample is calculated by following formula (6)
Dry density ρ1；
In formula, M, h, D are quality, height and the diameter for being respectively demoulding test specimen, and the unit of quality is g/cm3, highly and
The unit of diameter is cm；
Step 2.1.2: repeat the above steps 2.1.1, obtains the dry density of first group of other sample；
Step 2.2: drawing first group of dry density and the relation curve of moisture content, dry density corresponding to peak of curve is
The maximum actual measurement dry density ρ of first group of soil-stone embankment sample1,max, survey maximum dry density ρ1,maxCorresponding water content is
Optimum moisture content ω1；
Step 2.3: the maximum actual measurement dry density ρ determined according to step 2.21,max, optimum moisture content ω1It is actually subjected to engineering
First group of mixture is shaped to test specimen using vibration compaction test method by the predetermined compactness K asked；Load, record are applied to test specimen
Injection pressure p when injection amount is 2.5mm and 5mm2.5With p5.0, the CBR of first group of mixture is calculated by formula (7)2.5With
CBR5.0, take the larger value as the actual measurement california bearing ratio of first group of mixture1；
Wherein, CBR2.5Indicate the carrying ratio of mixture when injection amount is 2.5mm, CBR5.0When indicating that injection amount is 5.0mm
The carrying ratio of mixture；p2.5Indicate injection pressure when injection amount is 2.5mm to test specimen；p5.0When indicating that injection amount is 5.0mm
To the injection pressure of test specimen；
Engineering in practice, generally use CBR2.5, such as CBR5>CBR2.5, then test will reform to avoid error, if weight
Result is still in this way, then use CBR after new test5.0。
Step 2.4: according to the process of step 2.1 to step 2.3, testing the actual measurement carrying ratio of other group of mixture, finally
Obtain the actual measurement california bearing ratio of P group mixture1,CBR2,…,CBRp,..,CBRP。
Step 3: determine the best micro mechanics parameter of mixture:
Firstly, carrying out numerical simulation to the P group mixture in step 2, the test maximum dry for respectively obtaining p group mixture is close
Spend ρp,s, p=1,2 ..., P；Detailed process are as follows:
Step 3.1: the model for generating injection bar, trying cylinder and pedestal；According to the particle of every group of soil-stone material composition, geometry
Shape and physical parameter generate virtual soil-stone material particle, and wherein physical parameter includes density, modulus and Poisson's ratio；?
It is completed under gravity preliminary closely knit；The linear elastic model with damping is selected, soil particle and stone particle in soil-stone material are inputted
Micro mechanics parameter initial value, apply exciting force, virtual test specimen is formed to mixture vibration compaction test；The wherein vibration compaction test time
It is selected according to compactness K, as shown in table 2.
The time is corresponded to needed for test specimen vibration moulding under the different compaction requirements of table 2
| Compactness K (%) | 96 | 95 | 94 | 93 | 92 | 90 |
| Time of vibration t (s) | 67 | 65 | 64 | 62 | 60 | 58 |
Step 3.2: lotus being loaded to test specimen, makes injection bar Specimen, injection when record injection amount is 2.5mm and 5mm
Pressure p2.5With p5.0, pth group mixture CBR is calculated by following formula (5)2.5And CBR5.0, take the larger value as pth group mixture
Numerical experimentation california bearing ratiop,s,
Then, actual measurement california bearing ratio is calculated by formula (1)pWith numerical experimentation california bearing ratiop,sAccumulative relative deviation δ；
The micro mechanics parameter (i.e. coefficient of friction and damped coefficient) of mixture is adjusted repeatedly, and one group of micro mechanics parameter corresponding one accumulative inclined
Poor δ finally obtains multiple δ, and when δ minimum, corresponding micro mechanics parameter is best micro mechanics parameter；
Step 4: determining A2Group and A1The numerical experimentation of mixture carries ratio after group mixing, specifically:
Step 4.1: by A21Group and A1The P group mixture of group is mixed respectively, the mixture according to obtained in step 3
Best micro mechanics parameter carries out numerical experiments, the numerical value of mixture after being mixed to mixed P group mixture respectively
Test california bearing ratio21,s,Specifically:
Step 4.1.1: the model for generating injection bar, trying cylinder and pedestal；According to the particle of mixed P group soil-stone material
Composition, geometry and physical parameter, generate virtual P group soil-stone material particle, wherein physical parameter includes density, modulus
With Poisson's ratio；It completes under the effect of gravity preliminary closely knit；Select the linear elastic model with damping, the soil determined in input step 3
The best micro mechanics parameter of soil particle and stone particle in stone mixture applies exciting force, forms test specimen to mixture vibration compaction test,
Share P test specimen；
Step 4.1.2: loading lotus to the P obtained test specimen of step 4.1.1 respectively, make injection bar Specimen, record
Injection pressure p when injection amount is 2.5mm and 5mm2.5With p5.0, pass through the CBR of formula (2) calculation testing piece2.5And CBR5.0, Mei Geshi
Part corresponds to a CBR2.5And CBR5.0, the larger value is taken to carry ratio as the numerical experimentation of this group of mixture；According to this step meter
The numerical experimentation carrying ratio for calculating other test specimens finally obtains P test specimen numerical experimentation carrying ratio,
It further, can be as needed by A to guarantee later period fitting precision21Group and A1Any group of mixture of group
According still further to different quality than segment, the calculating process of the maximum dry density of the mixture after subdivision as before, herein no longer
The ρ for repeating, and obtaining at this time21,sNumber be P × R.
Step 4.2: according to above-mentioned steps 4.1, to A2Other groups in group carry out numerical simulation, finally obtain A2In group
The numerical experimentation of whole m group mixtures carries ratio, respectively CBR21,s,CBR22,s,…,CBR2j,s,...,CBR2m,s, wherein
Step 5: the CBR obtained according to step 2pThe CBR obtained with step 4.22j,s, p=1,2 ..., P, j=1,2 ...
M is fitted according to the following formula (4) by Matlab software, obtains regression coefficient a and b；
In formula: CBRpFor A1The actual measurement of group carries ratio, p=1,2 ..., P；
CBR2j,sFor A2Group and A1The numerical experimentation of mixture carries ratio, j=1,2 ... m after group mixing；
ρp,maxFor A1The actual measurement maximum dry density of group, g/cm3；
λ is A2Quality accounting of the group soil-stone material in soil-stone material, i.e. A2The volume of group mixture；
For A1The quality of group mixture, g；For A2The quality of group mixture, g
η=D2max/ 40, indicate A2The maximum particle diameter D of group soil-stone material2maxWith the ratio of minimum grain size 40mm, expression
Grain character parameter；
A, b are regression coefficient.
The regression coefficient a and b of soil-stone material can be acquired by above-mentioned steps 1 to step 5, then counted according to formula (1)
Calculate the carrying ratio of mixture.
Therefore, the soil-stone material on roadbed paving different sections of highway can be fast and accurately obtained using method of the invention
Carrying ratio, for soil-stone embankment compaction quality control provide key parameter, objectively improve soil-stone embankment
Construction quality with use quality.
Specific embodiments of the present invention are given below, it should be noted that the invention is not limited to following specific embodiments
In, all equivalent transformations made on the basis of the technical solutions of the present application each falls within protection scope of the present invention.
Embodiment
Need to measure the carrying ratio of the mixture when certain soil-stone material is used for roadbed paving, it is big for maximum particle diameter
In the soil-stone material of 40mm, the soil-stone material sample for the amount of taking fully carries out following steps:
Step 1: being sieved using 40mm and sample is divided into A1(0~40mm) and A2(40~100mm) two parts；It is sieved again using 5mm
By A1It is divided into A11(0~5mm) and A12(5~40mm) two parts；According to maximum particle diameter, and by A2Group is divided into three kinds of situations: A21(40
~60mm), A22(40~80mm), A23(40~100mm)；
Step 2: ratio is carried by the actual measurement that indoor simulation research on vibrating compaction test tests the soil-stone material that partial size is 0~40mm,
Specifically:
Firstly, in the following proportions by A11With A12Six groups of different quality ratio are mixed into, A11:A12For 70:30,60:40,50:
50,40:60 and 30:70, and be 1., 2., 3., 4., 5. to this six groups of mixture numbers.In engineering, for partial size in mixture
Particle less than 5mm is known as soil particle, and particle of the partial size greater than 5mm is known as stone particle, therefore above-mentioned six groups of mass ratios also table
Show A1The soil particle of group and the mass ratio (i.e. soil-rock ratio) of stone particle.
Then, indoor simulation research on vibrating compaction test, vibrating compacting instrument parameter setting are as follows: vibration frequency are carried out to this six kinds of mixtures
For 25Hz, exciting force 5.3kN, vibration compaction test 75s, nominal amplitude 1.3mm, 107.08~115.01kg of quality of getting on the bus, matter of getting off
Measure 170.59~179.33kg, 0 ° of eccentric block angle, 154.0~163.2kPa of still-pressure；
For 1. number sample, taking several soil-stone embankment soil samples to be placed in baking oven, drying to constant weight, and temperature controls model
Enclosing is 105 ± 5 DEG C, and the time is no less than 6 hours；5 parts of identical samples are prepared by quartering, are uniformly mixed, with 2~3%
Moisture content, mix to uniform shape are added into sample for moisture content interval (percentage of water quality and soil-stone embankment soil dry weight)
State is fitted into closing one night of shelving in polybag or plastic barrel；Soil sampling is packed into diameter × height=150mm × 230mm die trial
In, and die trial is fixed on vibration compaction test apparatus, vibration compaction test time 75s；It is with electronic ingot stripper that test specimen is complete from die trial
Abjection, measurement amount height of specimen h and diameter D weigh test specimen mass M；Test specimen is crushed and takes about 600g (parallel two in the middle part of test specimen
Part) soil-stone embankment soil is put into small can, is subsequently placed in 105 ± 5 DEG C of baking ovens and dries about 6 hours, measuring of moisture content ω
(in terms of percentage, the average value of two parts of samples is taken, 1%) the two error is no more than, calculate the dry density ρ of sample1, such as formula (6)；
It repeats the above steps, the moisture content ω and dry density ρ of 1. other 4 parts of samples of number mixture is obtained1；Drafting is done close
Degree and moisture content relation curve, wherein abscissa is moisture content, and ordinate is dry density, and dry density corresponding to peak of curve is
Maximum dry density ρ1,max；
Press above-mentioned same step measurement it is remaining 2., 3., 4., the maximum dry density ρ of 5. number soil-stone material2,max
、ρ3,max、ρ4,max、ρ5,max.The results are shown in Table 3.
3 partial size of table is less than the actual measurement maximum dry density and optimum moisture content of 40mm soil-stone material
| Number | ① | ② | ③ | ④ | ⑤ |
| Soil-rock ratio (A11:A12) | 70:30 | 60:40 | 50:50 | 40:60 | 30:70 |
| Maximum dry density (g/cm3) | 1.963 | 1.967 | 1.980 | 1.984 | 1.978 |
| Optimum moisture content (%) | 14.5 | 14.3 | 13.8 | 13.3 | 12.7 |
Using the cylinder test specimen of vibrating compaction method molding 0~40mm soil-stone material, diameter 152mm is high
120mm；Compactness K is 95%, time of vibration 65s.1. number cylinder test specimen is soaked 4d, test is to the carrying of 5. number soil sample
Than the results are shown in Table 4.
The actual measurement of six groups of soil samples of 4 partial size 0~40mm soil-stone material of table carries ratio
| Number | ① | ② | ③ | ④ | ⑤ |
| Soil-rock ratio (A11:A12) | 70:30 | 60:40 | 50:50 | 40:60 | 30:70 |
| CBRp(%) | 43.0 | 52.5 | 56.5 | 57.7 | 66.3 |
Step 3: according to indoor simulation research on vibrating compaction test condition, numerical experiments being carried out to 5 groups of soil samples in step 2, really
Determine the micro mechanics parameter (coefficient of friction and damped coefficient) of soil-stone material:
Firstly, generating injection bar, loading plate, the model for trying cylinder and pedestal, the modulus of various components is taken as 30GPa(with steel
Plate it is almost the same), Poisson's ratio 0.2；Injection shank diameter 50mm, long l00mm, examination cylinder inner diameter 152mm, outer wall 160mm,
High 150mm, loading plate internal diameter 51mm, high 25mm, base diameter 180mm, high 25mm.
Then, according to the particle of soil-stone embankment soil composition, geometry and physical parameter, corresponding native stone is generated
Mixture.Soil particle is reduced to circle, and the soil particle number of various partial sizes is formed according to actual particle to be calculated；Physical parameter packet
Include soil particle (≤5mm) with the modulus of stone particle (5mm ﹥): 100MPa and 20000MPa, Poisson's ratio: 0.30 and 0.25, actual measurement appearance
Weight；After soil-stone material completes freely preliminary arrangement under the effect of gravity, closely knit formation test specimen；Apply vibration frequency be 25Hz with
The exciting force of amplitude 1.3mm, exciting force 5.3kN, the vibration compaction test time is selected according to compactness K, as shown in table 1；
Finally, CBR simulation test is carried out, specifically: apply the load pressure stabilizing 1min of 45N on injection bar；It is steady to test specimen
Start to load after fixed, make injection bar with the speed Specimen of 1mm/min, and record the force value on injection bar, until injection amount
Reach 6.5mm；Record injection pressure p when injection amount is at 2.5mm and 5mm on injection bar2.5With p5.0, and according to formula (2)
Calculate corresponding CBR2.5And CBR5.0, the two takes the larger value must be as the numerical experimentation california bearing ratio of soil-stone materialp,s；Figure
1 is the actual measurement maximum dry density of 6 groups of soil samples and the comparison diagram of numerical experimentation maximum dry density, it can be seen from the figure that the two knot
Fruit very close to.
Obtain numerical experimentation california bearing ratiop,sAfterwards, the actual measurement california bearing ratio of 5 groups of soil samples is calculated separatelypIt is held with numerical experimentation
Load ratio CBRp,sAccumulative relative deviation δ, such as formula (1)；
Reference table 5 adjusts the coefficient of friction and damped coefficient of soil particle and stone particle repeatedly, obtains multiple δ, work as soil particle
Coefficient of friction be 0.31, damped coefficient 0.36, when the coefficient of friction of stone particle is 0.43, damped coefficient is 0.67, ρp,sWith
ρp,maxAbsolute error δ=0.23, reach minimum value.
The micro mechanics parameter reference range of 5 soil particle of table and particle
| Material | Wet coefficient of friction | Damped coefficient |
| Soil particle | 0.20~0.46 | 0.30~0.40 |
| Stone particle | 0.42~0.46 | 0.65~0.75 |
Step 4: the mixture for being 60mm for maximum particle diameter, by following mass ratio by A21With A1It is mixed into different quality
Three groups of ratio, λ is respectively 10%, 20%, 30% in three groups, wherein A1Group is five groups of different soil-rock ratios, is specifically shown in Table 6.Root
According to numerical simulation and determination described in step 3 soil particle and stone particle best micro mechanics parameter (soil particle
Coefficient of friction 0.31, damped coefficient 0.36, coefficient of friction 0.43, the damped coefficient 0.67 of stone particle), apply exciting force, vibration
Real formation test specimen is hit, 5 × 3=15 test specimen is finally obtained.Lotus is loaded to each test specimen, makes injection bar Specimen, record passes through
Enter injection pressure p when amount is 2.5mm and 5mm2.5With p5.0, the CBR of this group of mixture is calculated by formula (2)2.5And CBR5.0, take
Numerical experimentation california bearing ratio of the larger value as this group of mixture21,s, then CBR21,sValue have 15, be presented as Fig. 2 institute respectively
Show.
By above-mentioned same step 4, determine that maximum particle diameter is the maximum dry density of 80mm and 100mm soil-stone material respectively
ρ22,sWith ρ23,s, computational results are as shown in Figure 3 and Figure 4.
6 numerical experiments scheme of table
Step 5: according to the actual measurement california bearing ratio for the soil-stone material less than 40mm that step 2 obtains1,max、CBR2,max、
CBR3,max、CBR4,max、CBR5,maxAnd the numerical experimentation california bearing ratio that step 4 obtains21,s、CBR22,s、CBR23,s, pass through
Matlab is fitted by formula (4), obtains a=1.56, b=1.2.
The regression coefficient a and b in model can be acquired by above-mentioned steps 1 to step 5, it is determined that 0 in the present embodiment
The calculation formula of the california bearing ratio of~100mm soil-stone material are as follows:
On the basis of determining above-mentioned model, the scene for needing to measure section is taken to dig pit soil sample, according to step 1 by soil sample point
For A1Group and A2Group, and to A1Group (0~40mm) soil-stone embankment soil carries out simulation research on vibrating compaction test, and the dry density-of measurement is aqueous
Rate curve is as shown in Figure 5.It can be obtained by Fig. 5, the maximum dry density ρ of 0~40mm soil-stone materialmax=1.903g/cm3, most preferably contain
Water rate ω40=14.8%, according to ρmaxAnd ω40The california bearing ratio of closely knit measurement 0~40mm soil-stone material is carried out to soil sample40
=55.6%.Grading analysis is carried out again, calculates A2Quality accounting λ of the group soil-stone material in soil-stone material to be determined and
Grain character parameter η.The parameter ρ that will be askedmax、CBR40, λ, η substitute into above formula (1) in 0~100mm soil-stone material is calculated
California bearing ratio, the results are shown in Table 7, be different section difference test point.
The california bearing ratio calculated result of table 7 0~100mm soil-stone material
Claims (5)
1. a kind of soil-stone material of maximum particle diameter greater than 40mm is carried than determining method, which is characterized in that by formula (1) to soil
Stone mixture maximum dry density is calculated,
In formula: CBR indicates that soil-stone material of the maximum particle diameter greater than 40mm carries ratio；
CBR40Indicate that partial size is the carrying ratio of 0~40mm mixture；
ρmaxIndicate that partial size is the maximum dry density of 0~40mm mixture, g/cm3；
λ indicates the volume of mixture of the partial size greater than 40mm,Wherein,Expression partial size is 0~40mm
Mixture quality, g；Indicate the quality of mixture of the partial size greater than 40mm, g；
η indicates particle characteristic parameter, η=D2max/ 40, wherein D2maxIndicate the maximum particle diameter of mixture of the partial size greater than 40mm；
A, b indicates regression coefficient, wherein the value range that the value range of a is 0~6.5, b is 0~5.0.
2. the determination method of soil-stone material carrying ratio of the maximum particle diameter described in claim 1 greater than 40mm, which is characterized in that
When the compression strength of the stone particle in soil-stone material is greater than 30MPa, the value range that the value range of a is 0~2.3, b is
0~1.8；When the compression strength of stone particle is between 15~30MPa, the value range of a is the value model of 2.3~4.5, b
Enclose is 1.8~3.5；When the compression strength of stone particle is less than 15MPa, the value range of a is the value range of 4.5~6.5, b
It is 3.5~5.0.
3. the determination method of soil-stone material carrying ratio of the maximum particle diameter described in claim 1 greater than 40mm, which is characterized in that
The determination process of regression coefficient a, b the following steps are included:
Step 1: taking part soil-stone material to be determined as sample, sample is divided into A1Group and A2Group, wherein A1The mixture of group
Partial size is 0~40mm, A2The minimum grain size of the mixture of group is greater than 40mm；
By A1Group mixture is divided into the different n group of particle size range, respectively A11,…A1i,…,A1n, i=1,2 ... n, n >=2；Its
In, A1iParticle size range be Di-1~DiMm, wherein D0=0, Dn=40mm；
By A2The mixture of group is divided into the different m group of particle size range, respectively A21,…A2j,…,A2m, j=1,2 ... m, m >=3；
Wherein, A2jParticle size range be 40mm~DjMm, 40mm < Dj-1<Dj；
Step 2: measurement A1The actual measurement of group mixture carries ratio:
By A11To A1nThis n group mixture is mixed, and mixes P group respectively, and the mass ratio relationship of P >=4, every group of mixture is each
It is different；The actual measurement maximum dry density ρ of each group of mixture in this P group is tested using indoor vibration compaction test methodp,maxIt is carried with actual measurement
Compare CBRp, p=1,2 ..., P；
Step 3: determine the best micro mechanics parameter of mixture:
Step 3.1: the model for generating injection bar, trying cylinder and pedestal；According to the particle of every group of soil-stone material composition, geometry
And physical parameter, virtual soil-stone material particle is generated, wherein physical parameter includes density, modulus and Poisson's ratio；In gravity
The lower completion of effect is preliminary closely knit；The linear elastic model of band damping is selected, soil particle and stone particle is micro- in input soil-stone material
The initial value of mechanics parameter applies exciting force, forms virtual test specimen to mixture vibration compaction test；
Step 3.2: lotus being loaded to test specimen, makes injection bar Specimen, injection pressure when record injection amount is 2.5mm and 5mm
p2.5With p5.0, pth group mixture CBR is calculated by following formula (2)2.5And CBR5.0, take the larger value as the numerical value of pth group mixture
Test california bearing ratiop,s, finally acquire the numerical experimentation california bearing ratio of each group of P group mixturep,s, p=1,2 ..., P；
Step 3.3: calculating actual measurement california bearing ratio by formula (3)pWith numerical experimentation california bearing ratiop,sAccumulative relative deviation δ；Instead
The micro mechanics parameter of the whole mixture of polyphony, obtains multiple δ, and when δ minimum, corresponding micro mechanics parameter is best micro mechanics parameter；
Step 4: determining A2Group and A1The numerical experimentation of mixture carries ratio after group mixing:
Step 4.1: by A21Group and A1Group P group mixture mixed respectively, the mixture according to obtained in step 3 it is best
Micro mechanics parameter carries out numerical experiments, the numerical experimentation of mixture after being mixed to mixed P group mixture respectively
California bearing ratio21,s,
Step 4.2: according to above-mentioned steps 4.1, to A2Other groups in group carry out numerical simulation, finally obtain A2Whole m in group
The numerical experimentation of group mixture carries ratio, respectively CBR21,s,CBR22,s,…,CBR2j,s,...,CBR2m,s, wherein
Step 5: the CBR obtained according to step 2pThe CBR obtained with step 4.22j,s, p=1,2 ..., P, j=1,2 ... m are pressed
It is fitted according to following formula (4), obtains regression coefficient a and b；
In formula: CBRpFor A1The actual measurement of group carries ratio, p=1,2 ..., P；
CBR2j,sFor A2Group and A1The numerical experimentation of mixture carries ratio, j=1,2 ... m after group mixing；
ρp,maxFor A1The actual measurement maximum dry density of group, g/cm3；
λ is A2Quality accounting of the group soil-stone material in soil-stone material；
For A1The quality of group mixture, g；For A2The quality of group mixture, g
η=D2max/ 40, indicate A2The maximum particle diameter D of group soil-stone material2maxWith the ratio of minimum grain size 40mm, indicate that particle is special
Levy parameter；
A, b are regression coefficient.
4. soil-stone material of the maximum particle diameter as claimed in claim 3 greater than 40mm is carried than determining method, which is characterized in that
The detailed process of the step 2 are as follows:
Step 2.1: for first group of mixture in P group mixture, taking aliquot, drying to constant weight, then configures more parts of phases
Same sample measures the dry density of every a sample, specifically:
Step 2.1.1: for first part of sample, the ratio for being 2%~3% with the percentage of water quality and soil-stone material dry weight
Water is added, stirs evenly, is packed into sealing a period of time in polybag or plastic barrel；Soil sampling is fitted into die trial, in vibration compaction test
Vibration compaction test is carried out on instrument, and test specimen mass M, height h and diameter D are weighed after demoulding；Test specimen is crushed, is weighed at least from test specimen
The sample drying of two parts of identical weights, measuring of moisture content ω, is averaged respectively；The dry of this part of sample is calculated by following formula (6)
Density p1；
In formula, M, h, D are quality, height and the diameter for being respectively demoulding test specimen, and the unit of quality is g/cm3, highly with diameter
Unit is cm；
Step 2.1.2: repeat the above steps 2.1.1, obtains the dry density of first group of other part of sample；
Step 2.2: drawing first group of dry density and the relation curve of moisture content, dry density corresponding to peak of curve is first
The maximum actual measurement dry density ρ of group soil-stone embankment sample1,max, survey maximum dry density ρ1,maxCorresponding water content is best
Moisture content ω1；
Step 2.3: the maximum actual measurement dry density ρ determined according to step 2.1 and step 2.21,max, optimum moisture content ω1And engineering
First group of mixture is shaped to test specimen using vibration compaction test method by the predetermined compactness K of actual requirement；Test specimen is applied and is carried
Lotus, injection pressure p when record injection amount is 2.5mm and 5mm2.5With p5.0, first group of mixture is calculated by formula (5)
CBR2.5And CBR5.0, take the larger value as the actual measurement california bearing ratio of first group of mixture1；
Wherein, CBR2.5Indicate the carrying ratio of mixture when injection amount is 2.5mm, CBR5.0It indicates to mix when injection amount is 5.0mm
The carrying ratio of material；p2.5Indicate injection pressure when injection amount is 2.5mm to test specimen, kN；p5.0Indicate injection amount be 5.0mm when pair
The injection pressure of test specimen, kN；
Step 2.4: according to the process of step 2.1 to step 2.3, testing the actual measurement carrying ratio of other group of mixture, finally obtain P
The actual measurement california bearing ratio of group mixturep, p=1,2 ..., P.
5. soil-stone material of the maximum particle diameter as claimed in claim 3 greater than 40mm is carried than determining method, which is characterized in that
In the step 4.1, the best micro mechanics parameter of the mixture according to obtained in step 3 to mixed P group mixture into
Row numerical experimentation determines the numerical experimentation california bearing ratio of mixture after mixing21,sDetailed process are as follows:
Step 4.1.1: the model for generating injection bar, trying cylinder and pedestal；According to the particle group of mixed P group soil-stone material
At, geometry and physical parameter, generate virtual P group soil-stone material particle, wherein physical parameter include density, modulus with
Poisson's ratio；It completes under the effect of gravity preliminary closely knit；Select the linear elastic model with damping, the native stone determined in input step 3
The best micro mechanics parameter of soil particle and stone particle in mixture applies exciting force, forms virtual examination to mixture vibration compaction test
Part shares P virtual test specimens；
Step 4.1.2: loading lotus to the P obtained test specimen of step 4.1.1 respectively, makes injection bar Specimen, records injection
Injection pressure p when amount is 2.5mm and 5mm2.5With p5.0, pass through the CBR of following formula (5) calculation testing piece2.5And CBR5.0, Mei Geshi
Part corresponds to a CBR2.5And CBR5.0, the larger value is taken to carry ratio as the numerical experimentation of this group of mixture；According to this step meter
The numerical experimentation carrying ratio for calculating other test specimens finally obtains P test specimen numerical experimentation carrying ratio,
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