CN109752262A - A method of covering layer soil body dynamic shear modulus parameter is determined based on relative density in situ - Google Patents
A method of covering layer soil body dynamic shear modulus parameter is determined based on relative density in situ Download PDFInfo
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- 239000002689 soil Substances 0.000 title claims abstract description 205
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- 230000000694 effects Effects 0.000 claims abstract description 38
- 239000011248 coating agent Substances 0.000 claims abstract description 28
- 238000000576 coating method Methods 0.000 claims abstract description 28
- 238000007634 remodeling Methods 0.000 claims abstract description 23
- 238000012360 testing method Methods 0.000 claims description 115
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Abstract
A method of covering layer soil body dynamic shear modulus parameter is determined based on relative density in situ, specific step is as follows: based on the layering of covering layer soil body and mechanical characteristic, and it combines and determines that indoor remodeling sample mechanical index with the variation relation of relative density and stress condition, determines the relative density of covering each layer soil body of layer soil body；Pressure effect relationship and dynamic shear modulus based on the maximum dynamic shear modulus parameter of the determining remoulded sample of covering layer soil body relative density are servo-actuated the variation relation of shearing strain, the pressure effect relationship in conjunction with the maximum dynamic shear modulus for covering layer soil body, the determining maximum dynamic shear modulus parameter for considering Soil Body, and then the determining dynamic shear modulus for considering Soil Body is with shearing strain attenuation curve.The present invention passes through the relative density of soil layer in situ, to demarcate and control remoulded sample in laboratory, ensure that the consistency of remoulded sample and coating soil mechanical properties in situ；The shear modulus parameter and attenuation curve thereby determined that, can be improved the accuracy of safety evaluatio.
Description
Technical field
The invention belongs to soil body dynamic shear modulus to determine method field, be determined more particularly to a kind of based on relative density in situ
The method for covering layer soil body dynamic shear modulus parameter.
Background technique
With the development of China's engineering construction, more and more Engineering Project Constructions are deposited on the deep covering layer soil body
It is located at the situation of high intensity Zone on the scenely, the hydraulic and hydroelectric engineering especially in the area such as southwest, northwest is mostly built in greatly
On deep covering layer ground.In this way, the seismic stability of coating, often becomes the key for determining whether engineering has feasibility
Factor, and a regional covering layer soil body can have a diverse soil layer with the difference of depth, the difference of soil layer type,
The precision of its field sampling also has different difference, and the accuracy for more increasing laboratory test sample preparation control relative density is poor
It is different.
The dynamic response analysis of earthquake load for covering layer soil body is to study the seismic stability and earthquake of coating
The important means of deformation, and the sample material for testing used constitutive model is the prerequisite item of evaluation result reliability in research
Part；Currently, the dynamic response under seismic dynamic loading is mainly evaluated and determined using equivalent linear viscoelastic model, model examination
Testing soil sample used is that sample in bulk is taken at scene, and controls sample preparation again by relative density or relative density, but due to partial size, gradation
With the change of structural grade, the dynamic parameters and use undisturbed or test in situ obtained that this method determines
Engineering mechanical properties often have biggish difference, and especially for the deep covering layer soil body, structural influence in situ is more
Significantly；But be unable to satisfy more stress if only carrying out test in situ, it is multifactor under experimental study, therefore, it is necessary to consider
The connection relationship of covering layer soil body and laboratory test in situ, is established by the room of coating Soil Body Con trolling index preparation soil sample
Interior simulated experiment, and then the method for forming covering layer soil body dynamic shear modulus parameter.
Summary of the invention
The present invention proposes a kind of method for determining covering layer soil body dynamic shear modulus parameter based on relative density in situ, with solution
Structural differences between remoulded sample and the overlying soil soil body, and the indoor simulation based on Con trolling index preparation remoulded sample are real
It tests down, considers the characterization covering layer soil body dynamic shear modulus parameter and attenuation curve of the structural determination of original overlying soil, specific skill
Art scheme is as follows: a method of covering layer soil body dynamic shear modulus parameter is determined based on relative density in situ, comprising the following steps:
Step 1: determining covering layer soil body along the layer distributed situation of coating depth direction and its generation according to in-situ test
Table gradation；
Step 2: determining that different soil can reflect the mechanics of coating home state according to the soil nature feature of different soil
Index feature value；
Step 3: determining remodeling sample mechanical index with the variation relation of relative density and stress condition based on laboratory test；
Remodeling sample simulation test is carried out indoors, measures different relative densities, different stress condition Imitating test mechanics
Index value determines simulation test mechanical index characteristic value with the variation relation of relative density and stress condition；
Step 4: being determined based on the coating mechanical index characteristic value that test in situ determines in conjunction with laboratory test
The corresponding mechanics index feature value of sample is remolded with the variation relation of relative density and stress condition, determines covering each layer soil body of layer soil body
Relative density；
Step 5: laboratory test is carried out using the remoulded sample determined based on covering layer soil body relative density, and determines weight
The pressure effect relationship and dynamic shear modulus of moulding the maximum dynamic shear modulus parameter of soil sample are servo-actuated the variation relation of shearing strain
The covering layer soil body relative density determined using step 4 is carried out in situ as remodeling sample soil sample Con trolling index in situ
Indoor dynamic attribute testing of the sample soil sample under different stress conditions is remolded, determines the pressure effect relationship of maximum dynamic shear modulus,
And dynamic shear modulus is servo-actuated the variation relation of shearing strain；
Step 6: determining the pressure effect relationship of covering layer soil body maximum dynamic shear modulus based on shear wave velocity
According to covering layer soil body scene shear wave velocity with the variation of depth, the pressure of shear wave velocity in covering layer soil body is determined
Effect relation determines the pressure effect relationship of the maximum dynamic shear modulus of covering layer soil body further combined with elastic wave theory；
Step 7: determining the maximum dynamic shear modulus parameter for considering Soil Body
According to the pressure effect relationship of the determining maximum dynamic shear modulus of step 5 laboratory test and according to step 6 scene wave
The pressure effect relationship of the determining maximum dynamic shear modulus of speed test determines the maximum dynamic shear modulus ginseng for considering that soil in-situ is structural
Number；
Step 8: determining the dynamic shear modulus for considering Soil Body with shearing strain attenuation curve
The dynamic shear modulus that the maximum dynamic shear modulus parameter and step 5 determined according to step 7 determines is servo-actuated the change of shearing strain
Change relationship considers that structure effect in situ determines soil body dynamic shear modulus with the attenuation curve of shearing strain.
Further, grain composition analysis is carried out to the soil body at different depth in step 1, is analyzed and is tied according to grain composition
Covering layer soil body is divided into crushed stone soil layer, sandy soils, powder soil horizon and viscous soil horizon by fruit, determines the big layer distribution of covering layer soil body
Situation, and obtain major layer of grading curve；It is analyzed according to major layer of grain composition as a result, further discriminating between out major
Sub-layer in layer, determines final soil body delamination, and draw the representative grading curve of deep covering layer.
Further, in same big layer, the soil body of different depth further classified, according to GB 50021-
Relevant regulations in 2009 " Code for investigation of geotechnical engineering " carry out category name to the soil body at different depth position, and analysis is each
The soil body drill along the soil classification situation of depth direction, creates sub-layer；Or " geotechnical engineering investigation is advised according to GB 50021-2009
Model " in relevant regulations, by the principal component particle of 50% or more the content in same big layer according to particle size range carry out it is thick, in,
Whether thin division is the same category with the soil body at the different drillings of determination, different depth；Wherein, in different drilling
Occur, is named the soil body for being not less than 1m for mutually similar thickness, be divided into same sub-layer, for occurring in drilling individually,
And do not occur in other drillings, it can consider not as sub-layer.
Further, the representative gradation in step 2 according to the different soil determined takes satisfaction representative at the scene
The coating soil body material of gradation prepares the remodeling sample of different relative densities for different soil, to the quasi- scene soil of remodeling original mold
The in-situ stress condition of body carries out the simulation laboratory test corresponding to in-situ test, determines therefrom that and remold under specific stress condition
The mechanical index characteristic value of sample, and then determine that indoor remodeling sample mechanical index characteristic value is closed with relative density and consolidation stress variation
It is curve.
Further, interior wave velocity test described in step 3, can be sharp in Resonant Column, triaxial apparatus or torsion shear apparatus pressure chamber
It is completed with indoor shear wave speed test device；The remoulded sample progress relative density grading system is standby, hierarchical loading, and measurement is different
Shear wave velocity under rank relative density and stress, and indicated using figure, table or formula form.
Further, the G of interior maximum dynamic shear modulus described in step 5maxPressure effect relationship, as shown in formula (1):
Gmax=Cpa·(σ′0/pa)n (1)
In formula: σ '0For average effective consolidation stress, σ '0=(σ '10+σ′30)/2, σ '10For axial effective stress, σ '30For
Lateral Effective consolidation stress, paFor normal atmospheric pressure, unit and GmaxWith σ '0Identical, C, n are respectively that modulus coefficient and modulus refer to
Number is determined by test.
Further, the pressure effectiveness relationship that the maximum dynamic shear modulus of layer soil body is covered described in step 6 can pass through
Following steps obtain,
1) shear wave velocity VsWith atmospheric pressure paFitting, as shown in formula (2)
VS=a (σ '0/pa)b (2)
In formula: a, b are fitting parameter, (σ '0/pa) be nondimensionalization average effective principal stress；
2) according to elastic wave theory, maximum dynamic shear modulus GmaxBetween shear wave velocity as shown in formula (3)
Gmax=ρ Vs 2 (3)
In formula: ρ is soil layer natural density, VSFor shear wave velocity；
3) by formula (2) substitute into formula (3), then maximum dynamic shear modulus GmaxPressure effectiveness relationship, such as formula (4)
It is shown
Gmax=ρ a2·(σ′0/pa)2b (4)
Further, C and index n is determined by test in dynamic shear modulus coefficient described in step 7, that is, passes through contrast equation
(1) it with laboratory test value and field test value measured by formula (4), can obtain testing dynamic shear modulus based on live shear wave velocity
Coefficient C and index n.
Further, the layer soil body dynamic shear modulus of consideration covering described in step 8 is with the attenuation curve of shearing strain, such as formula
(2) shown in:
G=Gmax/(1+γ/γr) (5)
In formula: G is the dynamic shear modulus under certain dynamic shearing strain, GmaxFor maximum dynamic shear modulus, γ is dynamic shearing strain, γrFor
Referring shearing strain；
Wherein, referring shearing strain γγAs shown in formula (2)
γγ=τmax/Gmax (6)
In formula: τmaxFor maximum shear stress, can be calculated according to stress condition according to Mohr-Coulomb failure theory；
The τmaxBe divided under field condition and indoor conditions under:
Under the conditions of scene covering layer soil body, τmaxAs shown in formula (2)
In formula: K0For static lateral pressure coefficient,σ′vVertical effective stress；c′,Static(al) has effect
Power intensive parameter；
Under indoor resonant column test stress state, τmaxAs shown in formula (2)
In formula: K0For lateral pressure coefficient, K0=σ '30/σ′10。
Further, the maximum dynamic shear modulus Gmax, the hyperbola based on Hardin-Drnevich mode is it is assumed that parallel connection
It closes live shear wave velocity test and indoor wave velocity test determines jointly.
The invention has the following advantages:
A kind of method that covering layer soil body dynamic shear modulus parameter is determined based on relative density in situ proposed by the invention, energy
It enough takes structure effect in situ into consideration and laboratory test carries out the advantages of a variety of stress conditions control；The present invention considers soil layer type
The method for determining deep covering layer soil in-situ relative density, combining can preferably reflect that coating no-Co-alloy steel embodies field
The in-situ test of relative density and the laboratory test for being able to carry out different relative densities, different consolidation stress condition controls, pass through
In situ and laboratory test obtains the relative density of each layer soil body of soil layer in situ, to demarcate and control remoulded sample in laboratory,
It ensure that the consistency of remoulded sample Yu original state soil mechanical properties.
The present invention is during carrying out the analysis of coating no-Co-alloy steel bulk properties, in conjunction with related specifications and experience, to soil
Body distribution situation has carried out detailed classifying and dividing, has accurately grasped the soil body distribution situation of coating, and tests indoors
In accurately reasonably reduce practical coating distribution situation, make under the premise of economical rationality remold sample be more nearly practical feelings
Condition, improves the accuracy and accuracy of test, and the pressure effect relationship of the maximum dynamic shear modulus measured in conjunction with in-situ test with
And the pressure effect relationship of dynamic shear modulus that laboratory coating remoulded sample measures, determining characterization covering layer soil body move cut-off-die
Parameter to be measured, can preferably reflect covering layer soil body actual conditions, the safety evaluation for deep covering layer ground antidetonation provides foundation,
Improve the accuracy and accuracy of safety evaluatio.
Detailed description of the invention
Fig. 1 is the upper and lower gradation envelope curve and average line of scene sandy soils in situ in embodiment；
Fig. 2 is the upper and lower gradation envelope curve and average line of live lithotripsy in situ soil layer in embodiment；
Fig. 3 is the actual measurement Standard penetration test blow count of the layer of medium-fine sand containing gravel in embodiment with the change curve of depth；
Fig. 4 is the normalization Standard piercing blow counts distribution map of the layer of medium-fine sand containing gravel in embodiment；
Fig. 5 is that sand gravel stratum surveys shear wave velocity with the change curve of depth in embodiment；
Sand gravel stratum is corrected to after 100kPa shear wave velocity with the change curve of depth in Fig. 6 embodiment；
Fig. 7 is that the relative density that laboratory test remolds sample in embodiment is closed with the variation of Standard piercing blow counts under 100kPa
It is curve；
Fig. 8 is that laboratory test remolds the relative density of sample with the variation relation song of shear wave velocity under 100kPa in embodiment
Line.
Fig. 9 is the pressure effect relational graph for the maximum dynamic shear modulus that laboratory test determines；
Figure 10 is the graph of relation that the dynamic shear modulus ratio that laboratory test obtains is servo-actuated shearing strain variation；
Figure 11 is the pressure effect relational graph for covering layer soil body scene shear wave velocity；
Figure 12 is the pressure effect relational graph for covering the maximum dynamic shear modulus that layer soil body scene wave velocity test determines；
Figure 13 is to cover the G that layer soil body field test and laboratory test obtainmax/pa~σ '0/paRelation curve comparison diagram；
Figure 14 is covering layer soil body field test G/Gmax~γ/γγRelation curve and interior/Gmax~γ/γγRelationship is bent
Line comparison diagram.
Specific embodiment
By taking certain large-scale earth-rock works as an example, the engineering is proposed on thickness ultra-deep thick-covering, is located in high earthquake intensity
Area is carried out according to this engineering method for determining covering layer soil body dynamic shear modulus parameter based on relative density in situ a kind of to the present invention
It is described in detail.
This 100 Annual exceeding probability of Dam Site, 2% basement rock horizontal direction peak accelerator is more than 0.5g, is disclosed according to drilling, riverbed
Coating material composition and hierarchical structure are complicated, the biggish sandy soils of thickness have been buried in coating, wherein being mingled with medium-fine sand
Layer lenticular body.The layer of sand has the characteristics that small natural density, low bearing capacity and compressibility are low, and can in the case where designing geological process
It can liquefy.
Now using the practical buried sand of deep covering layer as research object, combine test in situ and indoor simulation examination
It tests, determines the dynamic shear modulus parameter of the deep covering layer soil body, it is shown that specific step is as follows.
Step 1: according to prospecting by boring test determine covering layer soil body along coating depth direction layer distributed situation and
Its representative gradation
Specifically includes the following steps:
(1.1), it is tested according to prospecting by boring, grain composition analysis is carried out to the soil layer of different depth；
According to " hydraulic power project geological mapping specification " (GB 50487-2008), in conjunction with the different engineering investigation stages
Or the complexity of specific prospecting purpose and geological conditions, determine Exploration profile, and drilling, river are arranged on Exploration profile line
Bed drilling depth is determined according to the different engineering investigation stages.
In prospecting by boring, the no-Co-alloy steel body that probing obtains is sieved, and carry out grain composition analysis.
According to " hydraulic power project geological mapping specification " (GB 50487-2008), damsite geological survey is arranged, it is preferably many
In 1 exploration section, 3 drillings should be no less than by surveying on hatching, and riverbed position should not less than 1 drilling；Riverbed drilling
Depth is preferably the 50%-100% of height of dam.
In the present embodiment, engineering is in the planning stage, and is main projects, 13 drillings is played within the scope of riverbed, often
A drilling carries out soil sample screening during drilling, every 1-2m, carries out grain composition analysis to the soil body at respective depth.
(1.2), it is analyzed according to grain composition as a result, covering layer soil body is divided into crushed stone soil layer, sandy soils, powder soil horizon and is glued
Property soil layer, determine the big layer distribution situation of covering layer soil body, and obtain major layer of grading curve；
It all can include one in crushed stone soil layer, sandy soils, powder soil horizon or viscous soil horizon for most of dam body soil property
Kind is several, includes the soil layer of above-mentioned crushed stone soil layer, sandy soils and viscous soil horizon three types in the present embodiment.
(1.3), it is analyzed according to major layer of grain composition as a result, further discriminating between out the sub-layer in major layer；
The determination method of sub-layer is specific as follows:
(1.3.1) according to the relevant regulations in GB 50021-2009 " Code for investigation of geotechnical engineering ", to different depth position
The soil body at place carries out category name；
(1.3.2) analyzes each drilling soil body and names situation along the soil body of depth direction, creates sub-layer；
Create sub-layer standard, soil layer grain composition analysis in content 50% or more principal component partial size according to GB
Relevant regulations in 50021-2009 " Code for investigation of geotechnical engineering ", belong to the same category；For different drilling
In occur, and thickness be not less than 1m the generic soil body, be preferably divided into sub-layer, for occurring in drilling individually, and other
Do not occur in drilling, can consider not as sub-layer.
(1.4), it determines final soil body delamination, and draws the representative grading curve of deep covering layer；
In the present embodiment, determining soil body delamination is as shown in table 1, the upper and lower grade of the scene determined sandy soils in situ
With envelope curve and average line (i.e. representative grading curve) as shown in Figure 1, the upper and lower gradation envelope curve and average line of crushed stone soil layer are as schemed
Shown in 2.
Table 1 covers layer soil body delamination
Step 2: carrying out test in situ according to the soil nature feature of different soil, determining that different soil can reflect covering
The mechanical index characteristic value of layer home state
Test in situ includes wave velocity test, standard penetration test (SPT), cone penetration test and large-scale penetration test etc., root
Different field tests is selected according to the characteristics of covering layer soil body, when covering layer soil body is sand, is touched using wave velocity test, static(al)
Trial and error test or standard penetration test (SPT), when covering layer soil body is sand boulder and cobble material, using wave velocity test or large-scale penetration test.
It is clay layer within the scope of 0-6.0m in the present embodiment, the method for taking undisturbed can be used and determine relative density in situ,
Not within the scope of the present invention.
In the present embodiment, 6.0-28.2m is layer of sand, wherein including two sub-layers 2. -1 layer of medium-fine sand containing gravel and 2. -2 containing gravel
Medium-sand seam, the depth bounds of distribution are respectively 6.0-26.3m and 26.3~28.2m, and selection standard penetration test is each to determine
Standard piercing blow counts (N in sub-layer1)60。
Scene mark is carried out according to specification and passes through test, carries out Standard piercing examination at different depth position in coating sandy soils
It tests, determines to be covered under efficacy in test and survey Standard penetration test blow count accordingly；Three drillings are arranged in sandy soils, are carried out
Different depth and the live standard penetration test (SPT) being above covered under efficacy test, experimental test point 27, experimental test depth
Range is 6.0m-26.3m and 26.3m-28.2m, and being above covered with efficacy range is 60kPa~260kPa, and test result is shown in Fig. 3 institute
Show.
Specific test method is as follows:
Buried saturated sand soil layer will be tested using conventional drilling tool to drill to the test above 15cm of soil layer absolute altitude, in cleaning hole
Surflaes, and retaining wall is carried out as needed；Before injection, standard penetration test (SPT) device is connected, tool joint is tightened, penetrator is put
Enter in hole to bottom hole, and avoid impact opening bottom, measurement obtains drilling depth, pays attention to after keeping penetrator, drilling rod, guide rod to couple
Verticality；When injection, hammered into shape using the punching of 63.5kg, with 76cm freely fall away from, using automatic drop hammer method, by penetrator with
15~30 impact per minute is buried after middle 15cm, then start recording often squeezes into the blow counts of 10cm, obtains the hammering of accumulative 30cm
Number-Standard piercing hammers N.
It is covered with the influence of efficacy in consideration, is corrected to actually measured Standard piercing blow counts N using formula (1)
Under 100kPa stress condition, normalization obtains Standard piercing blow counts (N1)60；
In formula, N is actual measurement Standard piercing blow counts；paFor atmospheric pressure；σ′v0Effect is covered on when for boring test
Power.
In the present embodiment, after the normalization of the layer of medium-fine sand containing gravel of depth 6m-26.3m Standard piercing blow counts with depth change
Change curve as shown in figure 4, the average value of normalization Standard piercing blow counts hits for 17.1；Depth 26.3m-28.2m is containing thick in gravel
The average value of layer of sand normalization Standard piercing blow counts hits for 18.6.
In addition, in actual work progress, since 2. -2 layers are deposited on 2. -1 layer of lower part, and particle is than 2. -1 layer of summary
Slightly, and thinner thickness, also discontinuous in distribution, therefore, when carrying out model and generally changing, 2. -2 layers can with 2. -1 layer be regarded as one layer into
Row considers, is also feasible for engineering safety angle.
In the present embodiment, it is sand gravel stratum within the scope of 28.2-42.3m, wave velocity test is selected to determine covering layer soil body
Shear wave velocity characteristic value
Live wave velocity test is carried out to covering layer soil body, specific test procedure is as follows:
A) it arranges gaging hole: plaing 3 vertical drillings parallel to each other in Test coverage layer soil body, one is excitation hole,
Other two position receiver holes, pitch-row are preferably taken as 2~5m；
B) hole arranged interior measuring point: measuring point vertical interval takes 1~2m, and near surface measuring point is preferably arranged in the depth of 0.4 times of pitch-row
Place, focus and wave detector should be placed at the identical absolute altitude on same stratum；It must be to all instrument connections when test depth is greater than 15m
The test of gradient and well azimuth is carried out, measuring point spacing should not exceed 1m.
Exciter and receiver: being 1. respectively put into two holes to the absolute altitude of predetermined measurement by c) testing experiment simultaneously, and
It is fixed.2. adjusting instrument is to normal operating conditions.3. driving knocking exciter checks whether reception signal is normal, such as just
Often stored.Propagation time of the shearing wave in soil is calculated by the signal received.4. tentatively checking computations shear wave velocity value, is examined
It whether within zone of reasonableness, such as all goes well, then carries out the test of next measuring point.
D) according to test data, according to cross hole method in " Code for measurement method of dynamic properties of subsoil " (GBT 50269-1997), meter
Calculate the in situ shear wave of covering layer soil body.
According to above-mentioned live wave velocity test step, shear wave velocity is normalized to by 100kPa standard stress item using formula (2)
Under part, which can be coating medium-sand seam containing gravel shear wave velocity VS1Characteristic value.
In formula: VS1For the shear wave velocity being corrected under 100kPa stress condition；VSFor shear wave velocity；PaFor atmospheric pressure；
σ′v0On be covered with efficacy.
In the present embodiment, shear wave velocity is surveyed with the change curve of depth as shown in figure 5, being corrected to shearing wave after 100kPa
Fast VS1With the change curve of depth as shown in fig. 6, its average value is 230.2m/s.
Step 3: being closed based on the remodeling sample mechanical index that laboratory test determines with the variation of relative density and stress condition
System；
Remodeling sample simulation test is carried out indoors, i.e., under progress different affecting factors, different relative density and consolidation stress
Under the conditions of corresponding to the field test selected in step 1 simulation test, measure under different relative densities, different stress conditions
Simulation test mechanical index value determines simulation test mechanical index characteristic value with the variation relation of relative density and stress condition.
It in the present embodiment, is determined under different affecting factors based on indoor remodeling sample simulation test, different relative densities and solid
Tie the Standard piercing blow counts and shear wave velocity of different remodeling samples under stress condition.
Using the representative gradation of determining different soil, the covering layer soil body material for meeting representative gradation is taken at the scene
Material, carries out relative density test to sand sample and sand boulder and cobble material in laboratory respectively, prepares on this basis different relatively close
The remodeling sample of degree, the in-situ stress condition of the live soil body quasi- to remodeling original mold try corresponding to the indoor simulation of in-situ test
It tests, determines therefrom that the mechanical index characteristic value for remolding sample under specific stress condition, draw indoor remodeling sample mechanical index characteristic value
With relative density and consolidation stress variation relation curve.
In the present embodiment, the in-situ stress condition of the live soil body is simulated, carries out indoor standard penetration test (SPT) and wave respectively
Speed test, the relative density for obtaining remolding sample is with the variation relation curve of Standard piercing blow counts under 100kPa as shown in fig. 7, same
When obtain fitting formula (3)；Remold sample relative density with shear wave velocity under 100kPa variation relation curve as shown in figure 8,
Obtain fitting formula (4) simultaneously；
Dr=1.64.07 × ((N1)60)0.4799 (3)
In formula: (N1)60For Standard piercing blow counts, hit；DrFor the relative density for remolding sample, %；
Dr=0.4377Vs1-29.762 (4)
In formula: DrFor the relative density for remolding sample, %；Vs1For the shear wave velocity being corrected under 100kPa stress condition.
Step 4: being determined based on the coating mechanical index characteristic value that test in situ determines in conjunction with laboratory test
The corresponding mechanics index feature value of sample is remolded with the variation relation curve of relative density and stress condition, determines the opposite of each layer soil body
Density
According to the coating mechanical index characteristic value that field test determines, as simulation laboratory test value, in conjunction with room
Interior simulation test force index value determines with the variation relation of relative density and stress condition and corresponds to coating mechanical index spy
Relative density corresponding to the simulation laboratory test value of value indicative, the as live relative density of coating no-Co-alloy steel body.
In the present embodiment, (100kPa subscript passes through hammer to the coating sand mechanical index characteristic value determined based on field test
Several average values 17.1 are hit to hit), in conjunction with the determining relative density of laboratory test with 100kPa Standard penetration test blow count variation relation, Cha Tu
7 or according to fitting formula (3) calculate determine the layer of medium-fine sand containing gravel relative density be 0.64, the relative density of the medium-sand seam containing gravel
It is 0.67.
In the present embodiment, in conjunction with the determining sand gravel stratum shear wave velocity characteristic value (shearing under 100kPa of field test
Velocity of wave is 230.2m/s), the relative density determined in conjunction with laboratory test with shear wave velocity variation relation under 100kPa, look into Fig. 8 or
It is calculated by fitting formula (4) and determines that the relative density of sand gravel stratum is 0.71.
Step 5: determining the maximum dynamic shear modulus of the remoulded sample based on covering layer soil body relative density using laboratory test
The pressure effect relationship and dynamic shear modulus of parameter are servo-actuated the variation relation of shearing strain
Using the relative density for determining step 4 as sample sample preparation Con trolling index is remolded, sample is remolded in preparation room, is carried out not
With the indoor dynamic attribute testing under the conditions of consolidation stress, the pressure effect relationship of maximum dynamic shear modulus, and dynamic shearing are determined
Modulus is servo-actuated the variation relation of shearing strain；Maximum dynamic shear modulus G is shown by test resultmaxWith average effective principal stress σ '0It closes
Tying up to is approximately linear relation on log-log coordinate, as shown in figure 9, being fitted to the power function form of formula (5):
Gmax=Cpa·(σ′0/pa)n (5)
In formula: σ '0For average effective consolidation stress, σ '0=(σ '10+σ′30)/2, σ '10For axial effective stress, σ '30For
Lateral Effective consolidation stress, paFor normal atmospheric pressure, unit and GmaxWith σ '0Identical, C, n are respectively that modulus coefficient and modulus refer to
Number.
The relation curve of shearing strain variation, consolidation stress are servo-actuated by the dynamic shear modulus ratio that Figure 10 gives laboratory test acquisition
To G/Gmax~gamma curve has certain influence, with the increase of mean effective stress suffered by the soil body, the attenuation amplitude of dynamic shear modulus by
Gradual change is small.Under identical consolidation ratio, confining pressure power is bigger, and the speed that modulus is servo-actuated the increase decaying of shearing strain is slower；Identical confining pressure power
Under, consolidation ratio is bigger, and the speed that modulus is servo-actuated the increase decaying of shearing strain is slower.
Step 6: determining the pressure effect relationship of covering layer soil body maximum dynamic shear modulus based on shear wave velocity
According to covering layer soil body scene shear wave velocity test result, the coating shear wave velocity of medium coarse sand containing gravel VsWith averagely having
Efficacy σ '0Increase and increase, the two be in good power function correlativity, the pressure of shear wave velocity is indicated with formula (6)
Effect relation.Figure 11 gives shear wave velocity VSWith process atmospheric pressure paAverage effective principal stress (the σ ' of nondimensionalization0/pa)
Fit correlation.
VS=a (σ '0/pa)b (6)
In formula: a, b are fitting parameter；Wherein a is 309.03, b 0.1461.
According to elastic wave theory, just like relationship under formula (7) between maximum dynamic shear modulus and shear wave velocity
Gmax=ρ Vs 2 (7)
In formula: ρ is soil layer natural density, VSFor shear wave velocity；
Formula (6) are substituted into formula (7), then there are formula (8)
Gmax=ρ a2·(σ′0/pa)2b (8)
Step 7: determining the maximum dynamic shear modulus parameter for considering Soil Body
According to the pressure effect relationship of the determining maximum dynamic shear modulus of the determining laboratory test of step 5 and step 6 scene
The pressure effect relationship for the maximum dynamic shear modulus that wave velocity test determines determines the maximum dynamic shear modulus for considering that soil in-situ is structural
Parameter；
Using indoor resonant column test, maximum dynamic shear modulus G is obtainedmaxWith average effective principal stress σ '0Between meet as public
Power function relationship shown in formula (5).Therefore, formula (8) and formula (5) are compared, can be obtained and is obtained according to shear wave velocity test
Dynamic shear modulus coefficient C and index n (being shown in Table 2).What the live wave velocity test (as shown in figure 12) of joint and resonant column test determined
Gmax/pa~σ '0/paRelationship, relativity such as Figure 13 can show, within the scope of the actual stress of deep covering layer sand scene, consider
The maximum dynamic shear modulus G that structure effect in situ determinesmaxSignificantly greater than indoor resonant column test test value, illustrates the deep covering
Layer depth buries sandy soils with more significant structure effect in situ.
The value of table 2 dynamic shear modulus coefficient C and index n
Step 8: determining the dynamic shear modulus for considering Soil Body with shearing strain attenuation curve
The dynamic shear modulus that the maximum dynamic shear modulus parameter and step 5 determined according to step 7 determines is servo-actuated the change of shearing strain
Change relationship show that consideration structure effect in situ determines soil body dynamic shear modulus with the attenuation curve of shearing strain.Using Hardin-
Drnevich model, it is assumed that native dynamic shear stress τdWith dynamic shearing strain γdVertex trajectories (skeleton curve) are hyperbola, move shearing
Shown in modulus G such as formula (9):
G=Gmax/(1+γ/γr) (9)
In formula: G is the dynamic shear modulus under certain dynamic shearing strain, GmaxFor maximum dynamic shear modulus, γ is dynamic shearing strain, γrFor
Referring shearing strain；
Dynamic shear modulus ratio G/G under different confining pressure power and consolidation ratio is shown by Resonant Column testmaxWith the decaying of shearing strain
The growth curve that curve is servo-actuated shearing strain γ can use referring shearing strain γγSubstantially normalizing is a G/G respectivelymax~γ/
γγCurve, wherein referring shearing strain γγAs shown in formula (9):
γγ=τmax/Gmax (10)
In formula: τmaxFor maximum shear stress, can be calculated according to stress condition according to Mohr-Coulomb failure theory；It is described
τmaxBe divided under field condition and indoor conditions under:
Under the conditions of scene covering layer soil body, τmaxAs shown in formula (9):
In formula: K0For static lateral pressure coefficient,σ′vVertical effective stress；c′,Static(al) has effect
Power intensive parameter；
Under indoor resonant column test stress state, τmaxAs shown in formula (9):
In formula: K0For lateral pressure coefficient, K0=σ '30/σ′10
Using referring shearing strain γγPair G/Gmax~gamma curve carries out the G/G obtained after normalizingmax~γ/γγRelationship is bent
Line, as shown in figure 14；As shown in Figure 14, the G/G obtained is assumed in conjunction with Hardin-Drnevich model backbone curve hyperbolamax
~γ/γγNormalized curve, slightly above laboratory test response curve, this and consolidation time in existing research (reflection is structural)
There are certain influence, G/G to dynamic deformation curvemax~γ/γγCurve slightly moves right unanimously with the growth of consolidation time.
Therefore, using the maximum dynamic shear modulus G for considering that overlying soil original position structure effect determinesmax, in conjunction with Hardin-
Drnevich mode skeleton curve hyperbola assumes the G/G obtainedmax~γ/γγNormalized curve, by granular size, gradation and
Structural influence is small, and the characterization that can be closer to it covering layer soil body dynamic shear modulus G in situ is servo-actuated declining for shearing strain γ
Subtract relationship；And shear wave velocity is the concentrated expression of soil body property under small strain, is covered in combination with interior remoulded sample test determination
Blinding layer relative density, and pass through live wave velocity test and the comprehensive determining maximum dynamic shear modulus G of indoor resonant column testmax, it is dynamic
Cut-off-die coefficient of discharge C and index n further determines that normalization G/Gmax~γ/γγCurve, so that the significantly more efficient original that considers is covered
Blinding body it is structural.
Obviously, above-described embodiment is only intended to clearly illustrate made by outstanding feature of the invention and illustrates, and is not pair
The restriction of embodiment of the present invention；It, still can be on the basis of above explained use for those skilled in the art
It makes other variations or changes in different ways, if not carrying out inventive improvements to it, all belongs to the scope of protection of the present invention.
Claims (10)
1. it is a kind of based on relative density in situ determine covering layer soil body dynamic shear modulus parameter method, which is characterized in that including with
Lower step:
Step 1: determining covering layer soil body along the layer distributed situation and its representativeness of coating depth direction according to in-situ test
Gradation；
Step 2: determining that different soil can reflect the mechanical index of coating home state according to the soil nature feature of different soil
Characteristic value；
Step 3: determining remodeling sample mechanical index with the variation relation of relative density and stress condition based on laboratory test；
Remodeling sample simulation test is carried out indoors, measures different relative densities, different stress condition Imitating test mechanical index
Value, determines simulation test mechanical index characteristic value with the variation relation of relative density and stress condition；
Step 4: based on the coating mechanical index characteristic value that test in situ determines, the remodeling determined in conjunction with laboratory test
The corresponding mechanics index feature value of sample determines the phase of covering each layer soil body of layer soil body with the variation relation of relative density and stress condition
To density；Step 5: laboratory test is carried out using the remoulded sample determined based on covering layer soil body relative density, and determines remodeling
The pressure effect relationship and dynamic shear modulus of the maximum dynamic shear modulus parameter of soil sample are servo-actuated the variation relation of shearing strain
The covering layer soil body relative density determined using step 4 carries out remodeling in situ as remodeling sample soil sample Con trolling index in situ
Indoor dynamic attribute testing of the sample soil sample under different stress conditions determines the pressure effect relationship of maximum dynamic shear modulus, and
Dynamic shear modulus is servo-actuated the variation relation of shearing strain；
Step 6: determining the pressure effect relationship of covering layer soil body maximum dynamic shear modulus based on shear wave velocity
According to covering layer soil body scene shear wave velocity with the variation of depth, the pressure effect of shear wave velocity in covering layer soil body is determined
Relationship determines the pressure effect relationship of the maximum dynamic shear modulus of covering layer soil body further combined with elastic wave theory；
Step 7: determining the maximum dynamic shear modulus parameter for considering Soil Body
It is tried according to the pressure effect relationship of the determining maximum dynamic shear modulus of step 5 laboratory test and according to step 6 scene velocity of wave
The pressure effect relationship of determining maximum dynamic shear modulus is tested, determines the maximum dynamic shear modulus parameter for considering that soil in-situ is structural；
Step 8: determining the dynamic shear modulus for considering Soil Body with shearing strain attenuation curve
The variation that the dynamic shear modulus that the maximum dynamic shear modulus parameter and step 5 determined according to step 7 determines is servo-actuated shearing strain is closed
System considers that structure effect in situ determines soil body dynamic shear modulus with the attenuation curve of shearing strain.
2. a kind of side for determining covering layer soil body dynamic shear modulus parameter based on relative density in situ according to claim 1
Method, it is characterised in that: in step 1 at different depth the soil body carry out grain composition analysis, according to grain composition analysis as a result,
Covering layer soil body is divided into crushed stone soil layer, sandy soils, powder soil horizon and viscous soil horizon, determines that the big layer of covering layer soil body is distributed feelings
Condition, and obtain major layer of grading curve；It is analyzed according to major layer of grain composition as a result, further discriminating between out major layer
Interior sub-layer determines final soil body delamination, and draws the representative grading curve of deep covering layer.
3. a kind of side for determining covering layer soil body dynamic shear modulus parameter based on relative density in situ according to claim 2
Method, it is characterised in that: in same big layer, the soil body of different depth further classified, according to GB 50021-2009
Relevant regulations in " Code for investigation of geotechnical engineering " carry out category name to the soil body at different depth position, analyze each drilling
The soil body creates sub-layer along the soil classification situation of depth direction；Or according in GB50021-2009 " Code for investigation of geotechnical engineering "
Relevant regulations, the principal component particle of 50% or more the content in same big layer is subjected to carse, medium and small draw according to particle size range
Point, it whether is the same category with the soil body at the different drillings of determination, different depth；Wherein, for occurring in different drilling,
The soil body for being not less than 1m for mutually similar thickness is named, same sub-layer is divided into, for occurring in drilling individually, and other are bored
What Kong Zhongwei occurred, it can consider not as sub-layer.
4. a kind of side for determining covering layer soil body dynamic shear modulus parameter based on relative density in situ according to claim 1
Method, it is characterised in that: the representative gradation in step 2 according to the different soil determined takes the representative gradation of satisfaction at the scene
Coating soil body material, the remodeling sample of different relative densities is prepared for different soil, to the quasi- live soil body of remodeling original mold
In-situ stress condition carries out the simulation laboratory test corresponding to in-situ test, determines therefrom that and remolds sample under specific stress condition
Mechanical index characteristic value, and then determine that indoor remodeling sample mechanical index characteristic value is bent with relative density and consolidation stress variation relation
Line.
5. a kind of side for determining covering layer soil body dynamic shear modulus parameter based on relative density in situ according to claim 1
Method, it is characterised in that: interior wave velocity test described in step 3 can utilize in Resonant Column, triaxial apparatus or torsion shear apparatus pressure chamber
Indoor shear wave speed test device is completed；The remoulded sample progress relative density grading system is standby, and hierarchical loading measures not at the same level
Shear wave velocity under other relative density and stress, and indicated using figure, table or formula form.
6. a kind of side for determining covering layer soil body dynamic shear modulus parameter based on relative density in situ according to claim 1
Method, it is characterised in that: the G of interior maximum dynamic shear modulus described in step 5maxPressure effect relationship, as shown in formula (1):
Gmax=Cpa·(σ′0/pa)n (1)
In formula: σ '0For average effective consolidation stress, σ '0=(σ '10+σ′30)/2, σ '10For axial effective stress, σ '30Laterally to have
Imitate consolidation stress, paFor normal atmospheric pressure, unit and GmaxWith σ '0Identical, C, n are respectively modulus coefficient and modulus index, by
Test determines.
7. a kind of side for determining covering layer soil body dynamic shear modulus parameter based on relative density in situ according to claim 1
Method, it is characterised in that: the pressure effectiveness relationship that the maximum dynamic shear modulus of layer soil body is covered described in step 6 can be by such as
Lower step obtains,
1) shear wave velocity VsWith atmospheric pressure paFitting, as shown in formula (2)
VS=a (σ '0/pa)b (2)
In formula: a, b are fitting parameter, (σ '0/pa) be nondimensionalization average effective principal stress；
2) according to elastic wave theory, maximum dynamic shear modulus GmaxBetween shear wave velocity as shown in formula (3)
Gmax=ρ Vs 2 (3)
In formula: ρ is soil layer natural density, VSFor shear wave velocity；
3) by formula (2) substitute into formula (3), then maximum dynamic shear modulus GmaxPressure effectiveness relationship, as shown in formula (4)
Gmax=ρ a2·(σ0′/pa)2b (4) 。
8. a kind of determined based on relative density in situ according to claim 6 or 7 covers layer soil body dynamic shear modulus parameter
Method, it is characterised in that: C and index n is determined by test in dynamic shear modulus coefficient described in step 7, that is, passes through contrast equation
(1) it with laboratory test value and field test value measured by formula (4), can obtain testing dynamic shear modulus based on live shear wave velocity
Coefficient C and index n.
9. a kind of side for determining covering layer soil body dynamic shear modulus parameter based on relative density in situ according to claim 1
Method, it is characterised in that: consideration described in step 8 covers layer soil body dynamic shear modulus with the attenuation curve of shearing strain, such as formula (2)
It is shown:
G=Gmax/(1+γ/γr) (5)
In formula: G is the dynamic shear modulus under certain dynamic shearing strain, GmaxFor maximum dynamic shear modulus, γ is dynamic shearing strain, γrFor reference
Shearing strain；
Wherein, referring shearing strain γγAs shown in formula (2)
γγ=τmax/Gmax (6)
In formula: τmaxFor maximum shear stress, can be calculated according to stress condition according to Mohr-Coulomb failure theory；
The τmaxBe divided under field condition and indoor conditions under:
Under the conditions of scene covering layer soil body, τmaxAs shown in formula (2)
In formula: K0For static lateral pressure coefficient,σ′vVertical effective stress；c′,Static(al) effective stress is strong
Spend parameter；
Under indoor resonant column test stress state, τmaxAs shown in formula (2)
In formula: K0For lateral pressure coefficient, K0=σ '30/σ′10。
10. a kind of side for determining covering layer soil body dynamic shear modulus parameter based on relative density in situ according to claim 9
Method, it is characterised in that: the maximum dynamic shear modulus Gmax, the hyperbola based on Hardin-Drnevich mode is it is assumed that and combine
Live shear wave velocity test and indoor wave velocity test determine jointly.
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