CN107340183A - Structural soft soil secondary consolidation coefficient describes method - Google Patents

Structural soft soil secondary consolidation coefficient describes method Download PDF

Info

Publication number
CN107340183A
CN107340183A CN201710292733.0A CN201710292733A CN107340183A CN 107340183 A CN107340183 A CN 107340183A CN 201710292733 A CN201710292733 A CN 201710292733A CN 107340183 A CN107340183 A CN 107340183A
Authority
CN
China
Prior art keywords
sample
weak soil
coefficient
secondary consolidation
soil
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
CN201710292733.0A
Other languages
Chinese (zh)
Other versions
CN107340183B (en
Inventor
朱启银
周国庆
商翔宇
王建州
梁恒昌
赵光思
陈拓
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China University of Mining and Technology CUMT
Original Assignee
China University of Mining and Technology CUMT
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China University of Mining and Technology CUMT filed Critical China University of Mining and Technology CUMT
Priority to CN201710292733.0A priority Critical patent/CN107340183B/en
Publication of CN107340183A publication Critical patent/CN107340183A/en
Application granted granted Critical
Publication of CN107340183B publication Critical patent/CN107340183B/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • GPHYSICS
    • G01MEASURING; TESTING
    • G01NINVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/08Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
    • GPHYSICS
    • G01MEASURING; TESTING
    • G01NINVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0014Type of force applied
    • G01N2203/0016Tensile or compressive
    • G01N2203/0019Compressive

Abstract

The invention discloses a kind of non-linear description method of structural soft soil secondary consolidation coefficient, predicts that soft soil foundation rheology uses suitable for geology field.One-dimensional consolidation experiment is carried out to remodeling weak soil sample, measures manipulated soil secondary consolidation coefficient;Introduce the parameter related with soil structure description scheme weak soil secondary consolidation coefficient development law together with manipulated soil secondary consolidation coefficient.The parameter exponentially reduces with soil sample inelastic strain increase, and its original maximum is related to cake compressibility and swelling index;This method has method simple, it is not necessary to additionally increase experimentation cost, it can be considered that soil structures characteristic influence, parameter explicit physical meaning, rationally, secondary consolidation coefficient describe precision improve the advantages of.

Description

Structural soft soil secondary consolidation coefficient describes method
Technical field
The present invention relates to a kind of weak soil secondary consolidation coefficient to describe method, and the geology that is particularly suitable for use in predicts soft soil foundation in field The non-linear description method of structural soft soil secondary consolidation coefficient that rheology uses.
Background technology
Weak soil is widely distributed in China central and east and fluvial outwash band, and these regional economic developments are preferable, in recent years, more Be faced with soft soil foundation Rheological Problems come more infrastructure, to instruct engineering design and construction, rheological model usually by with In Computer Aided Design and analysis, and one of key among these is to determine rational secondary consolidation coefficient.Secondary consolidation coefficient is typically logical One-dimensional creep test is crossed to determine.Creep test uses Stress Control formula consolidation apparatus, passes through multistage loadings, 24 hours stabilization method realities Apply, obtain the compression curve under loading environments at different levels, then measure secondary consolidation coefficient.
Found through being retrieved to existing technical literature, Chinese patent CN101813691A, denomination of invention:Indoor measurement weak soil The method of secondary consolidation coefficient and the measurement apparatus for this method, the patent calculate secondary consolidation curve bottom straight line slope over 10, asked Go out secondary consolidation coefficient.It is that secondary consolidation coefficient extrapolates building final settlement according to curvilinear trend.The patent is based on traditional The secondary consolidation coefficient of consolidation test measure is generally constant, can not describe what the soil body was gradually reduced with compression secondary consolidation deformation Trend, and influence of the soil body self structure characteristic to secondary consolidation deformation is not accounted for, and structural characteristics are structural soft The major influence factors of native rheology characteristic.
The content of the invention
In view of the deficiencies of the prior art, there is provided one kind description is reasonable, the high structural soft soil secondary consolidation coefficient of precision Description method.
To achieve the above object, a kind of non-linear description method of structural soft soil secondary consolidation coefficient of the invention, including such as Lower step:
A. weak soil is gathered from tested region, the original state weak soil of collection is fabricated to undisturbed sample, collection weak soil is passed through Smash and dry and add water proportioning to be fabricated to remodeling weak soil sample;
B. carry out complete one-dimensional secondary consolidation to original state weak soil sample and remodeling weak soil sample respectively to test, basis in experiment Laws for criterion step by step to undisturbed sample and remodeling weak soil sample loading load, is respectively obtained in experiment under loading conditions at different levels respectively The compression curve that changes over time of void ratio of undisturbed sample and remodeling weak soil sample, i.e. undisturbed sample compression curve and again Mould weak soil sample compression curve;
C. it is utilized respectively undisturbed sample compression curve and remodeling weak soil sample compression curve obtains one-dimensional secondary consolidation experiment It is middle secondary solid to undisturbed sample and corresponding undisturbed soil secondary consolidation coefficient and manipulated soil during remodeling weak soil sample loading load at different levels Clone number;
D. every grade of load and hole corresponding to undisturbed sample compression curve and remodeling weak soil sample compression curve are utilized respectively Gap draws out e-ln (the p ') curves of undisturbed sample and e-ln (p ') curve of remodeling weak soil sample than data, is tried from undisturbed soil Swelling index κ and cake compressibility maximum λ are measured on e-ln (p ') curve of sample0, it is bent from the e-ln (p ') of remodeling weak soil sample Cake compressibility λ is measured on linei
E. be utilized respectively undisturbed sample and remold the secondary consolidation coefficient that is obtained under loading conditions at different levels of weak soil sample with Corresponding void ratio data draw the e- ψ figures of undisturbed sample and the e- ψ figures of remodeling weak soil sample;
F. remodeling weak soil sample secondary consolidation coefficient is averaged according to the e- ψ figures of remodeling weak soil sample, so as to obtain weight Weak soil sample secondary consolidation mean coefficient is moulded, the secondary consolidation coefficient of all original state weak soil samples is secondary solid with remodeling weak soil sample respectively The difference of mean coefficient is tied, the influence of the lower Soil Body of as different load situations, undisturbed soil secondary consolidation coefficient is with hole Gap than reduction first gradually increase, reach maximum after be gradually reduced;
G. structural soft soil secondary consolidation coefficient non-linear expressions are described as:
ψs=(ω+1) ψi
Constraints:
ω0=(λ0i)/(λi-κ)
In formula:ψiTo remold the secondary consolidation mean coefficient of weak soil sample, ψsFor the secondary consolidation coefficient of original state weak soil sample, ω The soil structures of weak soil are gathered for tested region influences coefficient to secondary consolidation coefficient, and ζ is material parameter, according to ω attenuation curve Fitting obtains, in formulaThe inelastic strain for representing original state weak soil sample tests acquisition, ω by one-dimensional secondary consolidation0For soil structures Coefficient maximum, λ are influenceed on secondary consolidation coefficientiTo remold the cake compressibility of weak soil sample, κ is that the resilience of original weak soil sample refers to Number, λ0For the cake compressibility maximum of original weak soil sample.
It is corresponding when obtaining loading load at different levels to weak soil sample in one-dimensional secondary consolidation experiment using weak soil sample compression curve Secondary consolidation coefficient ψ formula be ψ=Δ e/ Δ logt, in formula, e is void ratio, and t is the time.Characterize the parameter of soil structure Value has exponent relation reduction with inelastic strain increase.ψsi=ω ψiObtain the secondary consolidation coefficient ψ of original state weak soil samplesWith Remold the secondary consolidation mean coefficient ψ of weak soil sampleiBetween difference be Soil Body influence ω ψi
Beneficial effect:Present invention assumes that manipulated soil secondary consolidation coefficient is constant, should in non-resilient volume by introducing one The parameter ω exponentially to decay under change represents influence of the original state structure of soft clay to secondary consolidation coefficient, so as to suggest structural soft soil The non-linear continuous description method of secondary consolidation coefficient, this describes method without other special test methods are needed, describes simple close Reason, by the rheological behavior of original state Structural Soils, provided effectively to analyze the TERM DEFORMATION of proposed embankment and stability Support.
Brief description of the drawings
Fig. 1 is structural and manipulated soil secondary consolidation coefficient of the invention and bulk strain relationship characteristic figure;
Fig. 2 is the compression curve of undisturbed sample and remolding soil specimens in the present invention;
Fig. 3 is developed with void ratio and advised for undisturbed sample secondary consolidation coefficient in the present invention and remolding soil specimens secondary consolidation coefficient Rule;
Fig. 4 is parameter ω and inelastic strain relation and exponential fitting curve in the embodiment of the present invention;
Embodiment
Embodiments of the invention are elaborated below:
A. from tested region gather weak soil, will gather weak soil smash after drying add water be made into experiment needed for moisture content after Remodeling weak soil sample is made, one-dimensional secondary consolidation experiment is carried out to remodeling weak soil sample, according to laws for criterion step by step to remodeling weak soil examination Sample loads load, obtains remolding the compression curve that the void ratio of weak soil sample changes over time under loading conditions at different levels;
B. formula is utilized:ψ=Δ e/ Δs logt obtains trying to remodeling weak soil in one-dimensional secondary consolidation experiment by compression curve Corresponding manipulated soil secondary consolidation coefficient ψ when sample loads load at different levels;Utilize every grade of load corresponding to compression curve and void ratio number According to e-ln (the p ') curve for drawing out remodeling weak soil sample, remodeling weak soil is measured from e-ln (p ') curve of remodeling weak soil sample Sample cake compressibility λi
C. hole is drawn according to the manipulated soil secondary consolidation coefficient obtained under loading conditions at different levels and corresponding void ratio data Gap ratio-secondary consolidation coefficient figure (e- ψ figures), the secondary consolidation coefficient of all remodeling weak soil samples is averaged to obtain remodeling weak soil examination Sample secondary consolidation mean coefficient ψi
D. original state weak soil tested region gathered directly carries out one-dimensional secondary consolidation experiment as sample, obtains loads at different levels Under the conditions of original weak soil sample the original weak soil sample compression curve that changes over time of void ratio;Utilize original weak soil sample pressure Every grade of load draws out e-ln (p ') curve of original weak soil sample with void ratio data corresponding to contracting curve, is tried from original weak soil Original weak soil sample swelling index κ and original weak soil sample cake compressibility maximum λ are measured on e-ln (p ') curve of sample0
E. e- ψ are drawn according to the undisturbed soil secondary consolidation coefficient obtained under loading conditions at different levels and corresponding void ratio data Figure, utilizes formula:ψsi=ω ψiBy the secondary consolidation coefficient ψ of all original state weak soil samplessIt is secondary with remodeling weak soil sample respectively Consolidate mean coefficient ψiDifference be Soil Body influence ω ψi;In formula, ω is the soil body of tested region collection weak soil Structure influences coefficient to secondary consolidation coefficient;Undisturbed soil secondary consolidation coefficient ψ is reached maximum with the reduction first gradually increase of void ratio Value ψs0, then it is gradually reduced;
F. structural soft soil secondary consolidation coefficient non-linear expressions are described as:
ψs=(ω+1) ψi
Constraints:
ω0=(λ0i)/(λi-κ)
In formula:In formula:ψiTo remold the secondary consolidation mean coefficient of weak soil sample, ψsFor the secondary consolidation system of original state weak soil sample Number, ω are that the soil structures of tested region collection weak soil influence coefficient to secondary consolidation coefficient, and ζ is material parameter, according to declining for ω Subtract curve matching to obtain, in formulaThe inelastic strain for representing original state weak soil sample tests acquisition, ω by one-dimensional secondary consolidation0For soil Body structure influences coefficient maximum, λ to secondary consolidation coefficientiTo remold the cake compressibility of weak soil sample, κ is original weak soil sample Swelling index, λ0For the cake compressibility maximum of original weak soil sample.
The parameter value of soil structure is characterized as inelastic strain increase has exponent relation reduction.
Specific embodiment 1:
As shown in Fig. 2 the proposed embankment engineering of Wenzhou crude sedimentation soil site, for analyze the TERM DEFORMATION of proposed embankment and Stability, it is to be understood that the rheological behavior of this original state Structural Soils, and vacation of the secondary consolidation coefficient as constant is regarded under regular situation If it is unsatisfactory for required precision.
For this reason, it may be necessary to obtain treatment of the earth soil secondary consolidation coefficient NONLINEAR EVOLUTION rule, comprise the following steps:
Step 1, using conventional consolidation instrument, one-dimensional secondary consolidation has been carried out to remodeling weak soil sample and tested, according to laws for criterion by Level loading, every grade of load apply 24 hours, and experiment obtains the compression curve that void ratio changes over time under loading conditions at different levels, root According to secondary consolidation coefficient ψ definition, ψ=Δ e/ Δ logt, secondary consolidation coefficient corresponding to every grade of load is calculated;Draw e-ln (p ') Curve, as shown in manipulated soil in Fig. 2, cake compressibility λ is measured from curvei=0.204;
Step 2, according to the manipulated soil secondary consolidation coefficient obtained under loading conditions at different levels, e- ψ figures are drawn, as shown in figure 3, Secondary consolidation coefficient is averaged, ψi=0.0085;
Step 3, using conventional consolidation instrument, one-dimensional secondary consolidation experiment has been carried out to original state weak soil sample, according to laws for criterion by Level loading, same every grade of load load 24 hours, obtain void ratio corresponding to loads at different levels, then draw e-ln (p ') curve, As shown in undisturbed soil in Fig. 2, swelling index κ=0.0027, cake compressibility maximum λ is measured0=0.68, calculate coefficient ω0= (λ0i)/(λi- κ)=2.7;
Step 4, to sum up, structural soft soil secondary consolidation coefficient non-linear expressions can be described as
ψ=(ω+1) ψi
ω is expressed as in formula
ζ is material parameter, as shown in figure 4, according to being obtained by compression curve and e- ψ curvesFigure fitting ζ=8.From And the secondary consolidation coefficient of structural Wenzhou weak soil isUndisturbed soil is illustrated in Fig. 3 The coefficient of consolidation is tested to be described the theoretical value that method is calculated and is coincide preferably with test value with theoretical comparing result, this patent.
It follows that using present invention determine that the non-linear description of the secondary consolidation coefficient of structural soft soil, it is only necessary to traditional Secondary consolidation is tested, it is not necessary to which extra experimentation cost, method are extremely convenient effectively.

Claims (4)

  1. A kind of 1. non-linear description method of structural soft soil secondary consolidation coefficient, it is characterised in that step is as follows:
    A. weak soil is gathered from tested region, the original state weak soil of collection is fabricated to undisturbed sample, by collection weak soil by smashing Dry and add water proportioning to be fabricated to remodeling weak soil sample;
    B. carry out complete one-dimensional secondary consolidation to original state weak soil sample and remodeling weak soil sample respectively to test, according to specification in experiment Method respectively obtains in experiment original state under loading conditions at different levels respectively step by step to undisturbed sample and remodeling weak soil sample loading load The compression curve that the void ratio of soil sample and remodeling weak soil sample changes over time, i.e. undisturbed sample compression curve and remodeling are soft Soil sample compression curve;
    C. be utilized respectively undisturbed sample compression curve and remodeling weak soil sample compression curve obtain in one-dimensional secondary consolidation experiment to Corresponding undisturbed soil secondary consolidation coefficient and manipulated soil secondary consolidation system when undisturbed sample loads load at different levels with remodeling weak soil sample Number;
    D. every grade of load and void ratio corresponding to undisturbed sample compression curve and remodeling weak soil sample compression curve are utilized respectively Data draw out e-ln (the p ') curves of undisturbed sample and e-ln (p ') curve of remodeling weak soil sample, from undisturbed sample Swelling index κ and cake compressibility maximum λ are measured on e-ln (p ') curve0, from e-ln (p ') curve of remodeling weak soil sample Measure cake compressibility λi
    E. be utilized respectively undisturbed sample and remold the secondary consolidation coefficient that is obtained under loading conditions at different levels of weak soil sample with it is relative The void ratio data answered draw the e- ψ figures of undisturbed sample and the e- ψ figures of remodeling weak soil sample;
    F. remodeling weak soil sample secondary consolidation coefficient is averaged according to the e- ψ figures of remodeling weak soil sample, it is soft so as to obtain remolding Soil sample secondary consolidation mean coefficient, the secondary consolidation of the secondary consolidation coefficients of all original state weak soil samples respectively with remolding weak soil sample are put down The difference of equal coefficient, the influence of the lower Soil Body of as different load situations, undisturbed soil secondary consolidation coefficient is with void ratio Reduction first gradually increase, reach maximum after be gradually reduced;
    G. structural soft soil secondary consolidation coefficient non-linear expressions are described as:
    ψs=(ω+1) ψi
    Constraints:
    ω0=(λ0i)/(λi-κ)
    In formula:ψiTo remold the secondary consolidation mean coefficient of weak soil sample, ψsFor the secondary consolidation coefficient of original state weak soil sample, ω is quilt Survey the soil structures of region collection weak soil influences coefficient to secondary consolidation coefficient, and ζ is material parameter, is fitted according to ω attenuation curve Obtain, in formulaThe inelastic strain for representing original state weak soil sample tests acquisition, ω by one-dimensional secondary consolidation0It is soil structures to secondary The coefficient of consolidation influences coefficient maximum, λiFor remold weak soil sample cake compressibility, κ be original weak soil sample swelling index, λ0 For the cake compressibility maximum of original weak soil sample.
  2. 2. the non-linear description method of structural soft soil secondary consolidation coefficient as claimed in claim 1, it is characterised in that:Utilize weak soil Corresponding secondary consolidation coefficient ψ public affairs when sample compression curve obtains loading load at different levels to weak soil sample in one-dimensional secondary consolidation experiment Formula is ψ=Δ e/ Δ logt, and in formula, e is void ratio, and t is the time.
  3. 3. the non-linear description method of structural soft soil secondary consolidation coefficient as claimed in claim 1, it is characterised in that:Characterize soil knot The parameter value of structure has exponent relation reduction with inelastic strain increase.
  4. 4. the non-linear description method of structural soft soil secondary consolidation coefficient as claimed in claim 1, it is characterised in that utilize formula: ψsi=ω ψiObtain the secondary consolidation coefficient ψ of original state weak soil samplesSecondary consolidation mean coefficient ψ with remolding weak soil sampleiBetween Difference is the influence ω ψ of Soil Bodyi
CN201710292733.0A 2017-04-28 2017-04-28 Structural soft soil secondary consolidation coefficient description method Expired - Fee Related CN107340183B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201710292733.0A CN107340183B (en) 2017-04-28 2017-04-28 Structural soft soil secondary consolidation coefficient description method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201710292733.0A CN107340183B (en) 2017-04-28 2017-04-28 Structural soft soil secondary consolidation coefficient description method

Publications (2)

Publication Number Publication Date
CN107340183A true CN107340183A (en) 2017-11-10
CN107340183B CN107340183B (en) 2020-01-14

Family

ID=60219865

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201710292733.0A Expired - Fee Related CN107340183B (en) 2017-04-28 2017-04-28 Structural soft soil secondary consolidation coefficient description method

Country Status (1)

Country Link
CN (1) CN107340183B (en)

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108797558A (en) * 2018-06-29 2018-11-13 浙江省交通规划设计研究院有限公司 A kind of soft-soil foundation treatment method by controlling secondary consolidation settlement
CN109187600A (en) * 2018-08-13 2019-01-11 中国地质调查局西安地质调查中心 A method of soil body structure angle value is calculated using iconology parameter
CN109211688A (en) * 2018-09-19 2019-01-15 华北水利水电大学 A kind of quick method for judging whether to destroy after unsaturated soil stress
CN109520833A (en) * 2018-12-04 2019-03-26 中航勘察设计研究院有限公司 A kind of test method of the coral sand second compression coefficient based on vibration environment
CN109653260A (en) * 2018-12-04 2019-04-19 中航勘察设计研究院有限公司 A kind of settlement calculation method of the coral sand ground based on vibration environment second compression coefficient
CN110057675A (en) * 2019-05-13 2019-07-26 湖南大学 A kind of soil body disturbed after e-logp ' curve determination method
CN111983195A (en) * 2020-09-01 2020-11-24 四川大学 Calculation method for large-deformation consolidation parameters of loose fine particle materials with creep characteristics

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101813691A (en) * 2010-05-11 2010-08-25 中交第三航务工程勘察设计院有限公司 Method for detecting secondary consolidation coefficient of soft soil indoors and measuring device using same
CN103033406A (en) * 2012-12-26 2013-04-10 上海交通大学 Sample preparation device for remoulded soil with different stress ratios
CN103471920A (en) * 2013-09-18 2013-12-25 上海交通大学 Soft soil rheological parameter determination method and soft soil rheological parameter determination device based on one-dimensional stress relaxation test
US20150267370A1 (en) * 2015-06-03 2015-09-24 Ramesh Chandra Gupta Test Device for Determining Three-Dimensional Consolidation Properties of Soils
CN105181934A (en) * 2015-09-17 2015-12-23 中国矿业大学 Method for estimating soft soil consolidation coefficient based on one-dimensional equal strain and stress relaxation tests

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101813691A (en) * 2010-05-11 2010-08-25 中交第三航务工程勘察设计院有限公司 Method for detecting secondary consolidation coefficient of soft soil indoors and measuring device using same
CN103033406A (en) * 2012-12-26 2013-04-10 上海交通大学 Sample preparation device for remoulded soil with different stress ratios
CN103471920A (en) * 2013-09-18 2013-12-25 上海交通大学 Soft soil rheological parameter determination method and soft soil rheological parameter determination device based on one-dimensional stress relaxation test
US20150267370A1 (en) * 2015-06-03 2015-09-24 Ramesh Chandra Gupta Test Device for Determining Three-Dimensional Consolidation Properties of Soils
CN105181934A (en) * 2015-09-17 2015-12-23 中国矿业大学 Method for estimating soft soil consolidation coefficient based on one-dimensional equal strain and stress relaxation tests

Non-Patent Citations (5)

* Cited by examiner, † Cited by third party
Title
CHAO YANG ETAL: "Constitutive modelling of Otaniemi soft clay in both natural and reconstituted states", 《COMPUTERS AND GEOTECHNICS》 *
SARI W. ABUSHARAR ETAL: "Finite element modeling of the consolidation behavior of multi-column supported road embankment", 《COMPUTERS AND GEOTECHNICS》 *
V.R. OUHADI ETAL: "Pozzolanic consolidation of stabilized soft clays", 《APPLIED CLAY SCIENCE》 *
常青 等: "软土次固结系数的试验研究", 《山西建筑》 *
沈大庆 等: "软土一维次固结特性试验研究", 《岩土工程技术》 *

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108797558A (en) * 2018-06-29 2018-11-13 浙江省交通规划设计研究院有限公司 A kind of soft-soil foundation treatment method by controlling secondary consolidation settlement
CN109187600A (en) * 2018-08-13 2019-01-11 中国地质调查局西安地质调查中心 A method of soil body structure angle value is calculated using iconology parameter
CN109187600B (en) * 2018-08-13 2021-06-22 中国地质调查局西安地质调查中心 Method for calculating soil structure degree value by using imaging parameters
CN109211688A (en) * 2018-09-19 2019-01-15 华北水利水电大学 A kind of quick method for judging whether to destroy after unsaturated soil stress
CN109211688B (en) * 2018-09-19 2021-03-26 华北水利水电大学 Method for rapidly judging whether unsaturated soil is damaged or not after stress
CN109520833A (en) * 2018-12-04 2019-03-26 中航勘察设计研究院有限公司 A kind of test method of the coral sand second compression coefficient based on vibration environment
CN109653260A (en) * 2018-12-04 2019-04-19 中航勘察设计研究院有限公司 A kind of settlement calculation method of the coral sand ground based on vibration environment second compression coefficient
CN109653260B (en) * 2018-12-04 2022-03-08 中航勘察设计研究院有限公司 Settlement calculation method of coral sand foundation based on secondary compression coefficient of vibration environment
CN109520833B (en) * 2018-12-04 2022-07-01 中航勘察设计研究院有限公司 Test method for coral sand secondary compression coefficient based on vibration environment
CN110057675A (en) * 2019-05-13 2019-07-26 湖南大学 A kind of soil body disturbed after e-logp ' curve determination method
CN111983195A (en) * 2020-09-01 2020-11-24 四川大学 Calculation method for large-deformation consolidation parameters of loose fine particle materials with creep characteristics

Also Published As

Publication number Publication date
CN107340183B (en) 2020-01-14

Similar Documents

Publication Publication Date Title
CN107340183A (en) Structural soft soil secondary consolidation coefficient describes method
Stamatopoulos An experimental study of the liquefaction strength of silty sands in terms of the state parameter
Mei et al. Solution of Terzaghi one-dimensional consolidation equation with general boundary conditions
CN109470580B (en) Method for evaluating cohesive soil strength parameters of different sea areas in China
Świtała et al. Experimental validation of a coupled hydro-mechanical model for vegetated soil
Escribano et al. Changing anisotropy of G0 in Hostun sand during drained monotonic and cyclic loading
Dabiri et al. Shear wave velocity-based liquefaction resistance of sand-silt mixtures: deterministic versus probabilistic approach
Whang et al. Effect of compaction conditions on the seismic compression of compacted fill soils
CN105181934A (en) Method for estimating soft soil consolidation coefficient based on one-dimensional equal strain and stress relaxation tests
Nagaraj et al. Critical evaluation of determining swelling pressure by swell-load method and constant volume method
Ohu et al. Cone index prediction of compacted soils
CN106991253A (en) The non-linear description method of remodeling weak soil secondary consolidation coefficient based on hole
CN103422484A (en) Method for evaluating ground coefficient K30 values of high-speed railway bed coarse particle soil padding
Li et al. Limit deformation analysis of unsaturated expansive soils during wetting and drying cycles
ME Zumrawi Prediction of swelling characteristics of expansive soils
Mei et al. Stress-strain relationship of unsaturated cohesive soil
Urbaitis et al. Overconsolidation ratio determination of cohesive soil
McBride et al. A Re‐Examination of Alternative Test Procedures for Soil Consistency Limit Determination: I. A Compression‐Based Procedure
Dobak Loading velocity in consolidation analysis
Lv et al. Water retention characteristics and soil-water characteristic curve model of weak expansive soil
KAMAO A prediction method for long-term settlement of higly organic soft soil
Olaiz et al. Suction-volume change Indices for natural and recompacted clay soils
CN106018017A (en) Preparation method of sand foundation model in sand foundation model experiment
Noorany Soil tests for prediction of one-dimensional heave and settlement of compacted fills
Hu et al. Test study on consolidation character of unsaturated Loess

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant
CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20200114

CF01 Termination of patent right due to non-payment of annual fee