CN106093346A - A kind of method evaluating soft rock embankment quality - Google Patents
A kind of method evaluating soft rock embankment quality Download PDFInfo
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Abstract
The invention discloses a kind of method evaluating soft rock embankment quality, step is: 1, take representative soft rock sample before roadbed filling, it is carried out successively 0,1,3,5 wetting-drying tests, and after each wetting-drying test, it is carried out sieve test, ask for corresponding grain component dimension；2, last twice compaction and subsidence of detection roadbed is poor；3, the soft rock sample after field compaction is carried out sieve test, determine its component dimension；4, according to the testing result of step 2, and the grain component dimension comparative result of integrating step 1 and step 3 gained, soft rock embankment quality is carried out comprehensive evaluation.During the method is runed for a long time in view of highway, the long-term of soft rock engineering filler is affected by climate change, benchmark is established by the grain group state after on-site rolling and by between the most long-term metastable grain group state after repeatedly alternate dry-wet effect is affected, filling index relative to general physical mechanics, evaluation effect is more preferable.
Description
Technical field
The invention belongs to road foundation filled soils and evaluate field, be more particularly to a kind of evaluation soft rock embankment quality
Method.It is applicable to all kinds of Soft Rock Filling Materials and fills the quality evaluation of road embankment.
Background technology
About Embankment Compaction Quality quality, propose multiple compaction detection and Testing index, different row both at home and abroad
The index that industry uses with department is different, and these indexs can be divided into two classes:
One class is physical index, including compactness, relative compaction, porosity etc..These indexs can reflect exactly fills out
The degree that soil is compacted, is to use history at most in Embankment Compaction Quality quality inspection, most widely used test rating, but these
Physical index is only capable of indirectly reflecting the mechanical property of filler.
Equations of The Second Kind is mechanical index, mainly include ground coefficient K30, secondary deformation modulus Ev2, dynamic deformation modulus vd,
CBR, the modulus of resilience etc..Owing to these indexs directly reflect the intensity of embankment filled soil, deformation performance.Therefore, can refer to according to these
Can mark directly evaluates bearing capacity and the non-deformability of embankment, it is judged that meet the requirement of circuit superstructure.But, for
Soft rock embankment, there is following Railway Project in conventional method for detecting compacting quality, Con trolling index and the quality evaluating method of filling:
1) soft rock is of a great variety, and lithology is different, and rate of decay is the most different, and particle diameter differs greatly, and whether uses
Physical index or mechanical index carry out quality testing, and test data are the most discrete, it is impossible to as good Appreciation gist.
2) Soft Rock Filling Materials has the characteristic of easy disintegrating.The detection used at present and evaluation methodology, be all based on when detecting
Engineering state, failing the long term state after putting into effect with soft rock embankment connects.Part Soft Rock Filling Materials has and is difficult to crush
But the characteristic of disintegrate it is prone to, during by its railway embankment, even if all meeting design requirement, warp when physical index and mechanical index detection
After going through several rainy season, embankment still can produce bigger settlement after construction.
Mandelbrot has founded fractal geometry in nineteen eighty-two, for describing numerous and diverse social life and natural landscape, with
And the complex mechanism exploring natural world behind provides succinct instrument, system in local with global similarity is being in some way
Fractal most basic feature.Thereafter, Freisen etc. describe the pore area of ground particle in Geotechnical Engineering field with it；
Brakensiek etc. are used for describing pore size distribution；Matsushita etc. use it for the distribution of particles of ground and describe；China
From the eighties in 20th century, fractals are applied to the scrambling of rock microstructure and describe by Wang Qianyuan etc., establish rock
Fractal mechanics, the expansion of crackle, joint mechanics, statistical damage strength theory, the problem such as broken research on achieve breakthrough
Property progress.The research of Liu Xiaoming, Su Yonghua, Zhao Minghua et al. shows, the disintegrate shattering process of soft rock has self-similarity, permissible
Describing with fractal theory, after disintegrate is broken there is certain relation in the mass-particle size of granule, it is possible to use this relation pair
The soft rock disintegrate broken state of different lithology is evaluated.
Laboratory test shows, after 5 drying and watering cycles of experience, the grain graininess change of soft rock disintegrate thing gradually tends to slow
Slowly.This is because along with the development of soft rock disintegrating procedue, granule entirety particle diameter constantly reduces, and little numbers of particles is on the increase, but
Little granule internal flaw is less, and intensity is relatively big, continues to occur broken required energy and time the biggest, so, work as disintegrate
After being crushed to a certain degree, disintegrate shattering process will tend to stagnating.Therefore can be by the grain group after 5 drying and watering cycles of Soft Rock Filling Materials
State, is considered as the long-term metastable state of Soft Rock Filling Materials.
Based on above theoretical and test result, by by the most relative with it for the grain group state after Soft Rock Filling Materials on-site rolling
Set up benchmark between grain group state when stablizing, and combine the detection of field compaction effect, thus realize soft rock embankment and fill out
Build the evaluation of quality.
Summary of the invention
The technical problem to be solved in the present invention is, for making up the deficiency of existing soft rock embankment quality evaluating method, mesh
Be to there are provided a kind of method evaluating soft rock embankment quality.The method in view of highway run for a long time during gas
As the change impact on soft rock engineering filler grain group, and the grain group state after indoor for Soft Rock Filling Materials 5 wetting-drying tests is regarded
For the long-term metastable state of Soft Rock Filling Materials, by the grain group state after Soft Rock Filling Materials on-site rolling is relative the most stable with it
Set up benchmark between grain group state during state, and combine the detection of field compaction effect, thus realize soft rock embankment and fill out
Build the evaluation of quality.Soft rock is of a great variety, and lithology and rate of decay are different, and disintegrating property is the most different, and the method can be real
The now evaluation to the embankment quality of all kinds of Soft Rock Filling Materials.
In order to realize above-mentioned purpose, the present invention by the following technical solutions:
A kind of method evaluating soft rock embankment quality, the steps include:
Take representative soft rock sample before step 1, roadbed filling, it is carried out successively 0,1,3,5 wetting-drying tests, and
After each wetting-drying test, it is carried out sieve test and ask for corresponding grain component dimension (D0、D1、D3、D5) and correlation coefficient；
Step 2, detection last twice compaction and subsidence difference S of soft rock embankment；
Step 3, the soft rock sample after field compaction is carried out sieve test, ask for corresponding grain component dimension (Dx) and relevant
Coefficient；
Step 4, the fractal dimension tried to achieve in step 1 and step 2 is compared, and the roadbed pressure of detection in integrating step 3
Real differential settlement index carries out comprehensive evaluation to soft rock embankment quality.
Representative soft rock sample in described step 1, refers to arbitrarily take plan for filling in cutting excavation section or ditch
The maximum particle diameter of embankment is less than 300mm soft rock sample 200kg, then takes out two parts by quartering, and every part of about 50kg is designated as respectively
" the 1st group " and " the 2nd group " soft rock sample.
In described step 1, wetting-drying test process is: the operation of the saturated drying dehydration that do not carries out soaking is (directly to soft rock
Sample carries out sieve test), this is 0 wetting-drying test；Uniformly put into re-mixing with the soft rock sample after group screening
Pallet (pallet dimension: 60cm × 40cm × 4cm, each pallet about fills 15～20kg soft rock samples), puts into tank by pallet, and
Being slowly injected into clear water makes the water surface be higher than soft rock more than sample 5mm, soaks 10-15h, completes the saturation history that soaks, afterwards by same group
Oven for drying put into by pallet equipped with soft rock sample simultaneously, completes dehydration process, and oven temperature is set to 45 50 DEG C, drying time period
It is set to 20-25h, after drying, is cooled to room temperature (20-25 DEG C, the most identical), take out.This is 1 wetting-drying test.Weigh again
This wetting-drying test multiple is for twice to complete the 3rd drying and watering cycle operation, by that analogy.
Sieve test in described step 1 and step 3, required test apparatus has: (1) round-hole mesh, aperture 100mm, 80mm,
60mm, 40mm, 20mm, 10mm, 5mm, 2mm, 1mm, 0.5mm；0.25mm, 0.1mm；(2) platform scale, weighs 500kg, minimum indexing
Value 200g；Weigh 100kg or 50kg, minimum division value 50g；(3) platform balance, weighs 10kg, minimum division value 5g；(4) balance, claims
Amount 5000g, minimum division value 1g；Weigh 200g, minimum division value 0.01g.Soft rock sample is sieved, calculates difference respectively
Particle diameter soft rock sample mass accounts for the percentage ratio of soft rock sample gross mass, forms table 1.
Table 1 Soft Rock Filling Materials sieve test log
| Particle diameter (R:mm) | 300 | 100 | 80 | 60 | 40 | 20 | 10 | 5 | 2 | 1 | 0.5 | 0.25 | 0.1 |
| Mass percent (M/M less than this particle diameter<sub>T</sub>: %) |
Logarithm is asked to obtain table 2 numerical value in table 1.
Table 2 Soft Rock Filling Materials sieve test sieve diameter and grain group mass percent table of logarithm
| Log(R) | 2.477 | 2.000 | 1.903 | 1.778 | 1.602 | 1.301 | 1.000 | 0.699 | 0.301 | 0 | -0.301 | -0.602 | -1 |
| Log(M/M<sub>T</sub>) |
In such scheme, the mass loss part often organizing soft rock sample before and after described wetting-drying test should count screening
Test particle diameter is less than in the soft rock sample mass of 0.1mm.
Soft rock sample grain component dimension and correlation coefficient in described step 1 and step 3 can pass through method of least square pair
Sieve test data carry out linear fit and draw.Correlational study shows that quality-particle diameter of the broken rear granule of soft rock disintegrate exists such as
Relation shown in formula (1):
In formula: R is certain grade of sieve diameter, M(r ＜ R)For the particle diameter granular mass less than R；MTFor granule gross mass, RTFor
The mean diameter of grain, D is the grain component dimension of sample.
Are taken the logarithm in formula (1) both sides simultaneously, can obtain:
Above formula is changed to:
OrderThen last time can be to be rewritten as the form of y=a+bx, wherein a=(D-3) log
(RT), b=3-D, b value can carry out linear fit by method of least square to grading analysis experimental data and draw,
I.e.
Then grain component dimension
Correlation coefficient
WhereinN is effective screen-aperture number, i.e. in corresponding particle size range, surveys
The M obtained(r ＜ R)Value there occurs significant change, and outside particle size range, the M recorded(r ＜ R)Value is unchanged or varies less.
R represents the functional relationship between two variablees and linear matching degree, r ∈ [-1,1].| r | → 1, x, y linearly
Being on speaking terms, | r | → 0, without linear relationship between x, y, matching is meaningless.Here the meaning introducing r is to examine result of the test
Test, if calculated r >=0.95, i.e. think that this group test data is effective；If r ＜ 0.95, then it is assumed that this group test data
Invalid, should again have a penalty heat, until at least two groups of test datas meet the requirement of r >=0.95.
Described step 1 be embodied as step:
Step 1.1: take maximum particle diameter and be less than 300mm representativeness soft rock sample 200kg, then take out two parts by quartering, often
Part about 50kg, is designated as " the 1st group " and " the 2nd group " soft rock sample respectively.
Step 1.2: " the 1st group " and " the 2nd group " soft rock sample that labelling is good is carried out 0 wetting-drying test, then enters
Row sieve test, and fill in sieve test log, 0 drying and watering cycle of Soft Rock Filling Materials screening after 0 drying and watering cycle of Soft Rock Filling Materials
Testing sieve bore dia and grain group mass percent table of logarithm.
Step 1.3: 0 drying and watering cycle soft rock sample in step 1.2 is carried out a wetting-drying test, completes the 1st
Secondary drying and watering cycle operates, and then carries out sieve test, and fills in sieve test log after 1 drying and watering cycle of Soft Rock Filling Materials, soft
1 drying and watering cycle sieve test sieve diameter of rock filler and grain group mass percent table of logarithm.
Step 1.4: 1 drying and watering cycle soft rock sample in step 1.3 is carried out twice wetting-drying test again, completes
3 drying and watering cycles operate, and then carry out sieve test, and fill in sieve test log after 3 drying and watering cycles of Soft Rock Filling Materials, soft
3 drying and watering cycle sieve test sieve diameters of rock filler and grain group mass percent table of logarithm.
Step 1.5: 3 drying and watering cycle soft rock samples in step 1.4 are carried out twice wetting-drying test again, completes
5 drying and watering cycles operate, sieve test log after then carrying out sieve test and filling in 5 drying and watering cycles of Soft Rock Filling Materials, soft
5 drying and watering cycle sieve test sieve diameters of rock filler and grain group mass percent table of logarithm.
Step 1.6: step 1.1～step 1.5 are recorded test data and is organized into Fig. 1 difference drying moistening cycle soft rock and fills out
Material grading curve.And from figure, determine Soft Rock Filling Materials grain diameter Main change scope and effectively under drying and watering cycle state
Screen-aperture number n.
Step 1.7: be chosen at the sieve diameter corresponding to grain diameter Main change scope under different drying moistening cycle
With grain group mass percent logarithmic data, the most described method, ask for grain group corresponding during each drying moistening cycle
Fractal dimension (D0、D1、D3、D5) and correlation coefficient.
In such scheme, in described step 2, last twice compaction and subsidence of soft rock embankment is poor, need to be the least in road roller deadweight
In 22 tons, record under conditions of compaction in layers thickness no more than 400mm.
In described step 2, last twice compaction and subsidence of soft rock embankment is poor, for the every 100m length filled or every
2500m2Roadbed, chooses no less than two sections, and each section is arranged no less than 5 points, measures each respectively with hydrolevelling device
Test point is through the absolute altitude H after being compacted second from the bottomm1With the absolute altitude H after last time compactingm2, the difference (H of two absolute altitudesm1-
Hm2) to be last twice compaction and subsidence of each test point poor, takes the last twice compaction and subsidence difference meansigma methods of each test point as this section
Last twice compaction and subsidence difference S of roadbed, i.e.M represents that test point is numbered, m=1,2,3 ....
In such scheme, described step 3 takes the Soft Rock Filling Materials after field compaction, for the every 100m length filled
Or every 2500m2Roadbed, should excavate and test pits two, a size of 300mm × 300mm, the degree of depth be the real thickness 300 of this lamination～
400mm, the filler excavated out of testing pits two is designated as " A group " and " B group " soft rock sample respectively, tries " A group " and " B group " soft rock
Sample sieves, and calculates corresponding soft rock sample grain group Fractal dimensions respectivelyxA、DxBAnd correlation coefficient rxA、rxB, then after field compaction
Soft rock sample grain group Fractal dimensionsx=(DxA+DxB)/2。
In such scheme, in described step 4, poor according to last twice compaction and subsidence of soft rock embankment of detection in step 2
As a result, and integrating step 1 and the comparison of step 3 component dimension, soft rock embankment quality is carried out comprehensive evaluation.When soft
Rock embankment last twice compaction and subsidence difference >=5mm, should increase number of rolling, until last twice compaction and subsidence difference≤5mm, then enter
The test job of the on-the-spot grain component dimension of row；As last twice compaction and subsidence differential settlement≤5mm, Dx≥D3And Dx≥0.95×D5
Time, fill compaction quality qualified；As last twice compaction and subsidence differential settlement≤5mm, Dx＜ D3, or DExisting＜ 0.95 × D5, should adjust
Compaction technology or change rolling apparatus, rolls or uses instead sheep-foot roller again roll etc. as dug roadbed.
The present invention compared with prior art, has the following advantages and effect:
A kind of method that brand-new energy effective evaluation soft rock embankment quality is provided.Owing to soft rock is of a great variety, mineral
Composition and rate of decay are different, and its disintegrative also varies, the method in view of highway run for a long time during climate change
Long-term impact on soft rock engineering filler, is considered as soft rock by the grain group state after indoor for Soft Rock Filling Materials 5 wetting-drying tests and fills out
Expect long-term metastable state, and the grain group state when grain group state after rolling and the long-term metastable state of Soft Rock Filling Materials
Between set up benchmark, fill index relative to general physical mechanics, evaluation effect is more preferable.
Accompanying drawing explanation
Fig. 1 is a kind of Soft Rock Filling Materials difference drying moistening cycle grading curve schematic diagram (first group；Second group).
Under the conditions of drying and watering cycle, this kind of Soft Rock Filling Materials change of size occurs mainly in 5～40mm intervals, calculates drying and watering cycle
During grain component dimension, effective screen-aperture takes 5mm, 10mm, 20mm and 40mm, effective screen-aperture number n=4.
Fig. 2 is a kind of Soft Rock Filling Materials difference drying moistening cycle grain component dimension curve schematic diagram.
Along with increasing of drying moistening cycle, the grain component dimension of such Soft Rock Filling Materials is gradually increased, but increase amplitude has
Limit, illustrates that the grain organizing, stability of filler itself is preferable.
Detailed description of the invention
Embodiment 1:
A kind of method evaluating soft rock embankment quality, the steps include: (originally to sentence certain highway soft rock embankment
As a example by filled soils is evaluated)
1, take representative soft rock sample before roadbed filling, it is carried out successively 0,1,3,5 wetting-drying tests, and often
Carry out sieve test after secondary wetting-drying test, draw Fig. 1 difference drying moistening cycle Soft Rock Filling Materials grading curve；According to
Fig. 1 determines Dominant particle change of size scope and number n of corresponding screen-aperture under the conditions of Soft Rock Filling Materials repeatedly drying and watering cycle, asks
Take corresponding grain component dimension and correlation coefficient；
It concretely comprises the following steps:
1.1 arbitrarily take, in cutting excavation section or ditch, the maximum particle diameter intended for railway embankment is less than 300mm soft rock
Sample 200kg, then take out two parts by quartering, every part of about 50kg, it is designated as " the 1st group " and " the 2nd group " soft rock sample respectively.
" the 1st group " and " the 2nd group " soft rock sample that the 1.2 pairs of labellings are good carries out 0 wetting-drying test respectively, does not carries out
Soak the operation of saturated drying dehydration, directly " the 1st group " and " the 2nd group " soft rock sample is carried out respectively sieve test, will screening
Result of the test is respectively filled in Tables 1 and 2.
Sieve test log after 0 drying and watering cycle of table 1 Soft Rock Filling Materials
| Particle diameter (R:mm) | 60 | 40 | 20 | 10 | 5 | 2 | 1 | 0.5 | 0.25 | 0.1 |
| 1st group: less than the mass percent (M/M of this particle diameter<sub>T</sub>: %) | 100 | 87.9 | 56.9 | 28.3 | 18.7 | 14.0 | 9.4 | 6.9 | 3.3 | 1.4 |
| 2nd group: less than the mass percent (M/M of this particle diameter<sub>T</sub>: %) | 100 | 87.9 | 56.9 | 28.3 | 18.7 | 13.9 | 9.6 | 7.0 | 3.4 | 1.4 |
Logarithm is asked to obtain table 2 numerical value in table 1.
0 drying and watering cycle sieve test sieve diameter of table 2 Soft Rock Filling Materials and grain group mass percent table of logarithm
0 drying and watering cycle soft rock sample in 1.3 pairs of steps 1.2 carries out 1 drying and watering cycle operation, completes the 1st dry and wet
Cyclic test, carries out sieve test the most respectively, and sieve test result is respectively filled in table 3 and table 4.
Sieve test log after 1 drying and watering cycle of table 3 Soft Rock Filling Materials
Logarithm is asked to obtain table 4 numerical value in table 3.
1 drying and watering cycle sieve test sieve diameter of table 4 Soft Rock Filling Materials and grain group mass percent table of logarithm
1 drying and watering cycle soft rock sample in 1.4 pairs of steps 1.3 carries out twice drying and watering cycle operation, completes the 3rd dry and wet
Cyclic test, carries out sieve test the most respectively, and sieve test result is respectively filled in table 5 and table 6.
Sieve test log after 3 drying and watering cycles of table 5 Soft Rock Filling Materials
| Particle diameter (R:mm) | 60 | 40 | 20 | 10 | 5 | 2 | 1 | 0.5 | 0.25 | 0.1 |
| 1st group: less than the mass percent (M/MT:%) of this particle diameter | 100 | 97.6 | 71.6 | 39.2 | 19.6 | 13.2 | 8.8 | 6.5 | 2.8 | 1.0 |
| 2nd group: less than the mass percent (M/MT:%) of this particle diameter | 100 | 94.0 | 73.4 | 39.7 | 20.6 | 13.4 | 8.5 | 6.0 | 2.7 | 1.0 |
Logarithm is asked to obtain table 6 numerical value in table 5.
3 drying and watering cycle sieve test sieve diameters of table 6 Soft Rock Filling Materials and grain group mass percent table of logarithm
3 drying and watering cycle soft rock samples in 1.5 pairs of steps 1.4 carry out twice drying and watering cycle operation again, complete the 5th and do
Wet cyclic test, carries out sieve test the most respectively, and sieve test result is respectively filled in table 7 and table 8.
Sieve test log after 5 drying and watering cycles of table 7 Soft Rock Filling Materials
| Particle diameter (R:mm) | 60 | 40 | 20 | 10 | 5 | 2 | 1 | 0.5 | 0.25 | 0.1 |
| 1st group: less than the mass percent (M/M of this particle diameter<sub>T</sub>: %) | 100 | 98.4 | 73.9 | 39.6 | 20.3 | 12.8 | 8.2 | 5.8 | 2.6 | 0.8 |
| 2nd group: less than the mass percent (M/M of this particle diameter<sub>T</sub>: %) | 100 | 95.0 | 75.9 | 41.7 | 21.1 | 13.2 | 8.1 | 5.8 | 2.6 | 0.8 |
Logarithm is asked to obtain table 8 numerical value in table 7.
5 drying and watering cycle sieve test sieve diameters of table 8 Soft Rock Filling Materials and grain group mass percent table of logarithm
1.6 pairs of tables 1, table 3, table 5, table 7 sieve test achievements arrange, and form different drying moistening cycle Soft Rock Filling Materials granule
Grading curve, asks for an interview Fig. 1.
Become it will be seen from figure 1 that the change of this Soft Rock Filling Materials grain diameter occurs mainly in 40mm～5mm interval, i.e. particle diameter
Changing occurs mainly between 5mm, 10mm, 20mm, 40mm, and therefore, when using method of least square to solve a component dimension, it has
Screen-aperture number n=4 of effect.
1.7 to choose screen-aperture in table 2 be the data corresponding to 5mm, 10mm, 20mm, 40mm, according to inventing described side
Method, asks for the 1st group, grain group Fractal dimensions corresponding after 0 drying and watering cycle of the 2nd group of sample respectively01、D02And correlation coefficient r01、
r02,
D01=2.229, r01=0.990；D02=2.229, r02=0.990.
r01、r02It is all higher than 0.95, illustrates that test data is effective.
Then the grain component dimension of 0 such Soft Rock Filling Materials of drying and watering cycle is D0=(D01+D02)/2=(2.229+2.229)/2
=2.229.
1.8 to choose screen-aperture in table 4 be the data corresponding to 5mm, 10mm, 20mm, 40mm, according to inventing described side
Method, asks for the 1st group, grain group Fractal dimensions corresponding after 1 drying and watering cycle of the 2nd group of sample respectively11、D12And correlation coefficient r11、
r12,
D11=2.220, r11=0.982；D12=2.242, r12=0.993.
r01、r02It is all higher than 0.95, illustrates that test data is effective.
Then the grain component dimension of 1 such Soft Rock Filling Materials of drying and watering cycle is D1=(D11+D12)/2=(2.220+2.242)/2
=2.231.
1.9 to choose screen-aperture in table 6 be the data corresponding to 5mm, 10mm, 20mm, 40mm, according to inventing described side
Method, asks for the 1st group, grain group Fractal dimensions corresponding after 3 drying and watering cycles of the 2nd group of sample respectively31、D32And correlation coefficient r31、
r32,
D31=2.219, r31=0.966；D32=2.255, r32=0.975.
r01、r02It is all higher than 0.95, illustrates that test data is effective.
Then the grain component dimension of 3 such Soft Rock Filling Materials of drying and watering cycle is D3=(D31+D32)/2=(2.219+2.255)/2
=2.237.
1.10 to choose screen-aperture in table 8 be the data corresponding to 5mm, 10mm, 20mm, 40mm, described according to invention
Method, asks for the 1st group, grain group Fractal dimensions corresponding after 5 drying and watering cycles of the 2nd group of sample respectively51、D52And correlation coefficient
r51、r52,
D51=2.228, r51=0.959；D52=2.263, r52=0.973.
r51、r52It is all higher than 0.95, illustrates that test data is effective.
Then the grain component dimension of 5 such Soft Rock Filling Materials of drying and watering cycle is D5=(D51+D52)/2=(2.228+2.263)/2
=2.245.
Step 1.7～1.10 acquired results are organized into figure by 1.11, form different drying moistening cycle Soft Rock Filling Materials grain group
Fractal dimension curve, asks for an interview Fig. 2.
2, detection last twice compaction and subsidence of soft rock embankment is poor.
When soft rock embankment roller compaction construction proceeds to second from the bottom time and outward appearance detection meets related specifications requirement, every 100m
Long or every 2500m2Roadbed area, chooses two sections, with red paint labelling no less than 5 points on each section, lays respectively at
Left width curb, left width runway, roadbed centrage, right width runway, right width curb, use level gauge to measure respective elevation, note
Make Hm1(being shown in Table 9)；After completing last time soft rock embankment roller compaction construction, it is again with measurement of the level labelling point height, is denoted as
Hm2(being shown in Table 9), m is labelling point numbering, m=1,2,3 ... m is not less than 10..
The last twice compacting elevation log of table 9 soft rock embankment
| m | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 |
| H<sub>m1</sub> | 616.275 | 616.514 | 616.756 | 616.512 | 616.278 | 617.289 | 617.526 | 617.768 | 617.285 | 617. 524 |
| H<sub>m2</sub> | 616.270 | 616.510 | 616.752 | 616.510 | 616.272 | 617.284 | 617.519 | 617.765 | 617.285 | 617. 519 |
3, to having rolled the soft rock embankment waiting quality evaluation, every 100m length or every 2500m2Area, arbitrarily chooses
2 excavations are tested pits, a size of 300mm × 300mm of testing pits, and thickness is that single is compacted thickness, and i.e. 300～400mm, by two examinations
The filler that hole is excavated out is designated as " A group " and " B group " soft rock sample respectively, sieves " A group " and " B group " soft rock sample.Will
Sieve test result is respectively filled in table 10.
Table 10 Soft Rock Filling Materials scene sieve test log
| Particle diameter (R:<sub>mm</sub>) | 60 | 40 | 20 | 10 | 5 | 2 | 1 | 0.5 | 0.25 | 0.1 |
| A group: less than the mass percent (M/M of this particle diameter<sub>T</sub>: %) | 100 | 91.0 | 62.0 | 35.0 | 19.0 | 13.3 | 8.5 | 6.5 | 2.5 | 1.0 |
| B group: less than the mass percent (M/M of this particle diameter<sub>T</sub>: %) | 100 | 91.2 | 60.0 | 33.5 | 19.0 | 13.6 | 8.8 | 6.3 | 2.4 | 0.8 |
Logarithm is asked to obtain table 11 numerical value in table 10.
Table 11 Soft Rock Filling Materials scene sieve test sieve diameter and grain group mass percent table of logarithm
Choosing screen-aperture in table 11 is the data corresponding to 5mm, 10mm, 20mm, 40mm, described according to invention, point
Ji Suan the grain group Fractal dimensions of on-site rolling soft rock samplexA、DxBWith correlation coefficient r xA、rxB:
DxA=2.240, rxA=0.990；DxB=2.237, rxB=0.995.
RxA、rxBIt is all higher than 0.95, illustrates that test data is effective.
Soft rock sample grain group Fractal dimensions after field compactionx=(DxA+DxB)/2=(2.240+2.237)/2=2.239.
4, the fractal dimension tried to achieve in step 1 and step 3 is compared, and last twice pressure of detection in integrating step 2
Real differential settlement carries out comprehensive evaluation to soft rock embankment quality.
In 4.1 pairs of tables 10, measurement data arranges, and calculates last twice compaction and subsidence poor:
It is believed that this section of way Primary layer number of rolling is qualified.
4.2 by calculated for step 3 on-site rolling Soft Rock Filling Materials grain group Fractal dimensionsExistingWith laboratory test gained in step 2
Grain group Fractal dimensions under repeatedly drying and watering cycle state3、D5Income compares.
DExisting=2.239 ＞ D3=2.237, and DExisting=2.239 ＞ D5* 0.95=2.245*0.95=2.133, it is believed that
The grain group state of such Soft Rock Filling Materials is stable.
Combining step 4.1 and 4.2 last twice compaction and subsidence difference and on-site rolling grain component dimension and indoor repeatedly dry and wet
The comparative result of Soft Rock Filling Materials grain component dimension under cycling condition, it is believed that this section of way Primary layer filled soils is qualified.
Claims (1)
1. the method evaluating soft rock embankment quality, the steps include:
Take representative soft rock sample before step 1, roadbed filling, it is carried out successively 0,1,3,5 wetting-drying tests, every time
After wetting-drying test, it is carried out sieve test, and ask for corresponding grain group Fractal dimensions0、D1、D3、D5And correlation coefficient；
Step 2, last twice compaction and subsidence difference S of detection soft rock embankment；
Step 3, the soft rock sample after field compaction is carried out sieve test, determine corresponding grain group Fractal dimensionsxAnd correlation coefficient；
Step 4, according in step 2 detection last twice compaction and subsidence difference S of soft rock embankment, integrating step 1 and step 3 are tried to achieve
Grain component dimension comparative result, soft rock embankment quality is carried out comprehensive evaluation；
Representative soft rock sample in described step 1, refers to arbitrarily take plan for filling road in cutting excavation section or ditch
The maximum particle diameter of dike is less than 300mm soft rock sample 200kg, then takes out two parts by quartering, and every part of 50kg is designated as the 1st group respectively
With the 2nd group of soft rock sample；
In described step 1, wetting-drying test process is:
Do not carry out soaking saturated drying dehydration operation this be 0 wetting-drying test；By with the soft rock sample weight after group screening
New mix homogeneously puts into pallet, and pallet is put into tank, and injected clear water makes the water surface be higher than soft rock sample 5mm, soaks 10-
15h, completes the saturation history that soaks, and by putting into oven for drying with the pallet being assembled with soft rock sample simultaneously, completes dehydration process, dries
Case temperature is set to 45 50 DEG C, and drying time period is set to 20-25h, is cooled to room temperature after drying, takes out, and is drying and watering cycle examination
Test, repeat this wetting-drying test and complete third time drying and watering cycle operation for twice, by that analogy；
Sieve test in described step 1 and step 3, test apparatus has: (1) round-hole mesh, aperture 100mm, 80mm, 60mm,
40mm, 20mm, 10mm, 5mm, 2mm, 1mm, 0.5mm；0.25mm, 0.1mm；(2) platform scale, weighs 500kg, minimum division value
200g；Weigh 100kg or 50kg, minimum division value 50g；(3) platform balance, weighs 10kg, minimum division value 5g；(4) balance, weighs
5000g, minimum division value 1g；Weigh 200g, minimum division value 0.01g, soft rock sample is sieved, calculate different grain respectively
Footpath soft rock sample mass accounts for the percentage ratio of soft rock sample gross mass；
Often organize the mass loss part of soft rock sample before and after described wetting-drying test to count sieve test particle diameter and be less than
In the soft rock sample mass of 0.1mm；
Screening is tried by soft rock sample grain component dimension and correlation coefficient in described step 1 and step 3 by method of least square
Test data to carry out linear fit and draw, correlational study show soft rock disintegrate broken after quality-particle diameter of granule exist such as formula (1) institute
The relation shown:
In formula: R is certain grade of sieve diameter, M(r ＜ R)For the particle diameter granular mass less than R；MTFor granule gross mass, RTFor granule
Mean diameter, D is the grain component dimension of sample；
Are taken the logarithm in formula (1) both sides simultaneously:
Above formula is changed to:
Make log (R)=x,Then it was rewritten as y=a+bx last time, wherein a=(D-3) log (RT), b=3-D, b
Value carries out linear fit by method of least square to grading analysis experimental data and draws,
I.e.
Then grain component dimension
Correlation coefficient
WhereinN is effective screen-aperture number, in corresponding particle size range, records
M(r ＜ R)Value there occurs significant change, outside particle size range, and the M recorded(r ＜ R)Value is unchanged or varies less；
R represents the functional relationship between two variablees and linear matching degree, r ∈ [-1,1]；| r | → 1, x, y linearly relation
Good, | r | → 0, without linear relationship between x, y；
The enforcement step of described step 1:
Step 1.1: take maximum particle diameter and be less than 300mm representativeness soft rock sample 200kg, then take out two parts by quartering, every part
50kg, is designated as the 1st group and the 2nd group of soft rock sample respectively；
Step 1.2: labelling good the 1st group and the 2nd group of soft rock sample carry out 0 wetting-drying test, then carries out screening examination
Test, and fill in sieve test log, 0 drying and watering cycle sieve test sieve aperture of Soft Rock Filling Materials after 0 drying and watering cycle of Soft Rock Filling Materials
Diameter and grain group mass percent table of logarithm；
Step 1.3: 0 drying and watering cycle soft rock sample in step 1.2 is carried out a wetting-drying test, completes the 1st time and does
Wet circulation operation, then carries out sieve test, and sieve test log, soft rock are filled out after filling in 1 drying and watering cycle of Soft Rock Filling Materials
Expect 1 drying and watering cycle sieve test sieve diameter and grain group mass percent table of logarithm；
Step 1.4: 1 drying and watering cycle soft rock sample in step 1.3 is carried out twice wetting-drying test, completes the 3rd time and does
Wet circulation operation, then carries out sieve test, and sieve test log, soft rock are filled out after filling in 3 drying and watering cycles of Soft Rock Filling Materials
Expect 3 drying and watering cycle sieve test sieve diameters and grain group mass percent table of logarithm；
Step 1.5: 3 drying and watering cycle soft rock samples in step 1.4 are carried out twice wetting-drying test, completes the 5th and does
Wet circulation operation, then carries out sieve test and fills in sieve test log, Soft Rock Filling Materials after 5 drying and watering cycles of Soft Rock Filling Materials
5 drying and watering cycle sieve test sieve diameters and grain group mass percent table of logarithm；
Step 1.6: step 1.1～step 1.5 are recorded test data and is organized into different drying moistening cycle Soft Rock Filling Materials granule
Grading curve, determines Soft Rock Filling Materials grain diameter excursion and screen-aperture number n under drying and watering cycle state；
In described step 2, last twice compaction and subsidence of soft rock embankment is poor, in road roller deadweight not less than 20 tons, and compaction in layers layer
Record under conditions of thick no more than 400mm；
In described step 2, last twice compaction and subsidence of soft rock embankment is poor, for the every 100m length filled or every 2500m2Road
Base, chooses no less than two sections, and each section is arranged no less than 5 points, measured each test point warp with hydrolevelling device respectively
Absolute altitude H after compacting second from the bottomm1With the absolute altitude H after last time compactingm2, the difference of two absolute altitudes is that each test point is last
Twice compaction and subsidence is poor, takes the last twice compaction and subsidence difference meansigma methods of each test point as this section of last twice compaction and subsidence of roadbed
Difference S,M represents that test point is numbered, m=1,2,3 ...；
Described step 3 takes the Soft Rock Filling Materials after field compaction, for the every 100m length filled or every 2500m2Roadbed, opens
Digging and test pits two, a size of 300mm × 300mm, the degree of depth is the real thickness 300～400mm of this lamination, tests pits two and excavates out
Filler is designated as A group and B group soft rock sample respectively, sieves A group and B group soft rock sample, and calculates the examination of corresponding soft rock respectively
Sample grain group Fractal dimensionsxA、DxBAnd correlation coefficient rxA、rxB, then the soft rock sample grain group Fractal dimensions after field compactionx=(DxA+
DxB)/2；
In described step 4, according to the last twice compaction and subsidence difference result of soft rock embankment of detection in step 2, and integrating step 1 He
The comparison of step 3 component dimension, carries out comprehensive evaluation to soft rock embankment quality, and last twice compacting of soft rock embankment is sunk
Drop poor >=5mm, number of rolling should be increased, until last twice compaction and subsidence difference≤5mm, then carry out the survey of on-the-spot grain component dimension
Trial work is made；Last twice compaction and subsidence differential settlement≤5mm, Dx≥D3And Dx≥0.95×D5Time, this layer fills compaction quality and closes
Lattice；Last twice compaction and subsidence differential settlement≤5mm, Dx＜ D3, or Dx＜ 0.95 × D5, compaction technology should be adjusted or replacing rolls
Equipment, digs roadbed and rolls or use instead sheep-foot roller again and roll.
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| CN108153947A (en) * | 2017-12-12 | 2018-06-12 | 河海大学 | A kind of description method of the disintegration feature based on soft rock presence states |
| CN110274841A (en) * | 2018-03-15 | 2019-09-24 | 中冶长天国际工程有限责任公司 | The diagnostic method and device of screening process in sintering fuel granularmetric composition detection system |
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| CN113758791A (en) * | 2021-08-03 | 2021-12-07 | 中国电建集团成都勘测设计研究院有限公司 | Method for determining mechanical parameters of rock |
| CN113758791B (en) * | 2021-08-03 | 2023-05-05 | 中国电建集团成都勘测设计研究院有限公司 | Method for determining mechanical parameters of rock |
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