CN108376188A - The evaluation computational methods of collapsibility of loess - Google Patents
The evaluation computational methods of collapsibility of loess Download PDFInfo
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Abstract
The invention discloses a kind of evaluation computational methods of collapsibility of loess, stress-strain (Collapsing Deformation) curve of loess after immersion is calculated according to pressure experimental result by water filling in hole, the collapse initial compression of loess is determined according to the curve, pass through the collapsibility for comparing to determine loess of stress value and collapse initial compression value after a certain depth immersion of foundation soil, to can determine (dead weight) the saturated yielding bottom circle of loess, saturated yielding bottom circle can be used as the depth capacity of collapsible loess foundation processing, self-collapsibility bottom circle is to determine the important evidence of foundation treatment depth, it can be used as the Depth of Neutral of pile foundation simultaneously；Stress-strain curves after being soaked according to loess can calculate the modulus of a certain stress section, and the saturated yielding amount of loess can be calculated according to modulus.The beneficial effects of the invention are as follows：A kind of method calculating loess (dead weight) saturated yielding amount is disclosed, a new approach is provided for the calculating of Loess Collapsibility amount.
Description
Technical field
The present invention relates to construction engineering technical fields, and in particular to a kind of evaluation computational methods of collapsibility of loess can be used
In self weight collapse loess with big thickness saturated yielding bottom circle, collapse initial compression, pile foundation Depth of Neutral and Loess Collapsibility amount really
It is fixed.
Background technology
Loess is distributed more widely in China, and the loess in many areas not only has collapsibility, and has self-weight collapsible, dead weight
The area and thickness that collapsible loess is distributed on northwest China, North China and other places are larger, and big thickness gravity damping collapse Loess is commented
Valence is a more stubborn problem in engineering with processing.The saturated yielding amount of loess can pass through ponding loading test, field at present
It tests pits submerging test and laboratory test is calculated.Test pits submerging test precision of ponding loading test and field is high, but invests, takes
With larger, the test period is long, should not generally be used in engineering.Engineering frequently with method be by existing《Collapsible Loess District
Construction standards》(GB50025-2004) laboratory experiment method specified in carries out, and the foundation of this method, which is interior, lateral spacing consolidation examination
It tests, the stress state of experimental condition and Field Soil has greater difference, its correction factor amplitude of variation is too big when calculating, determines
Saturated yielding bottom circle, pile foundation neutral point position, there are larger differences with field submerging test result for saturated yielding amount etc., and tested
Journey is relative complex.
Invention content
For problems of the prior art, the object of the present invention is to provide it is a kind of it is simple and fast, be based on in-situ test
Collapsibility of loess evaluation computational methods.
In order to realize that above-mentioned task, the present invention use following technical scheme：
A kind of evaluation computational methods of collapsibility of loess, include the following steps：
Step 1, the first drilling and the second drilling are established at test site interval, and two drillings are drilled into collapsible loess
Layer bottom；In two drillings, multiple test points are from top to bottom determined respectively；
Step 2, lateral loading test is carried out respectively at each test point from the bottom to top in the first drilling；
Step 3, water filling is carried out after carrying out Anti-seeping technology to the bottom hole of the second drilling, is then carried out at first test point
Lateral loading test；Second drilling is backfilled under second test point, and carries out water filling after Anti-seeping technology, then is carried out by the of second
Pressure experiment；In the same manner, until the last one test point completes lateral loading test；
Step 4, the lateral loading test curve for drawing each test point in the first drilling, the second drilling respectively, then will be described
Two groups of lateral loading test curves are converted into vertical load-deformation curve；
Step 5, for the test point of same position in two drilling, the load-deformation curve and the of the second drilling is calculated
The difference of corresponding points on the load-deformation curve of one drilling, and load-deformation curve is drawn according to difference, then according to the song
Line determines the collapse initial compression of test point position；
Step 6, as in loess the stress of a certain depth in the saturated condition be more than the corresponding collapse initial compression of the depth,
Then judge the Loess Collapsibility of the depth.
Further, first drilling, the diameter of the second drilling, depth are identical, adjacent test in each drilling
Spacing between point is identical.
Further, the specific steps of water filling include after the Anti-seeping technology described in step 3：
With lime and loess with 1:15cm is laid in bottom hole after 3 weight ratio mixing and is rammed with impact drill, then note
Water, the second drilling of note cross section is S, then water injection rate is S cubic metres；It is waited for after water filling at least 8 hours, if observing hole before the test
Bottom water position is higher than 10cm, then pumps the water in hole；Then lateral loading test is carried out in test point.
A kind of determination method of loess self-collapsibility bottom circle and pile foundation Depth of Neutral, including：
The saturation weight stress of different depth loess is calculated, saturation weight stress is equal or closest with collapse initial compression
Position, that is, neutral point position, while be also self-collapsibility bottom circle；Total stress (is saturated weight stress and top-out produce
The sum of raw additional stress) or saturated yielding of close proximity, that is, loess bottom circle equal with collapse initial compression.
Further, when determining the position of the pile foundation neutral point, under the same coordinate system, according to the wet of different location
It falls into initial pressure and draws initial pressure curve, weight stress curve is drawn according to the weight stress of loess different location, has been sought
Beginning pressure curve is corresponded to on the intersection point or initial pressure curve of weight stress curve with immediate point on weight stress curve
Position be neutral point position.
A kind of computational methods of loess self-weight collapse settlement, including：
The self-collapsibility bottom circle depth for determining loess, is divided into different layerings with identical interval by the depth；
According to load-deformation curve, the saturated yielding modulus of the layering is calculated：
In above formula, EiFor the saturated yielding modulus of the i-th stratified soil, P2iFor the saturation weight stress of loess at the layering upper bound, P1iFor
It is layered the saturation weight stress of loess at lower bound, s2i、s1iRespectively P2i、P1iThe corresponding deformation on the load-deformation curve
Amount；
The self-weight collapse settlement being each layered is calculated according to following formula：
In above formula, Δ siFor the self-weight collapse settlement of the i-th stratified soil,For the stress increment of the i-th stratified soil, hiFor layering
Thickness；
Then the self-weight collapse settlement of loess is：
In above formula, s is the self-weight collapse settlement of loess, and n is the number of plies of layering；P2iIf total stress, then the s of gained is calculated i.e.
For the saturated yielding amount of loess.
The present invention has following technical characterstic：
The thinking of the present invention is, by the stress of lateral loading test, that is, lateral loading test of collapsible loess after immersion --- it answers
Become (Collapsing Deformation) Curve transform as longitudinal (load test) stress --- strain curve, determines that saturated yielding originates according to knee of curve
Pressure, whether judging the saturated yielding of loess formation with the relationship of the total stress of certain point in collapse initial compression and foundation soil, according to
Longitudinal stress --- strain curve determines the modulus of soil, according to the stress of certain point in modulus and foundation soil, with traditional power
Method calculates Collapsing Deformation, i.e. saturated yielding amount, to reach the saturated yielding bottom circle that not only can determine loess formation, but also can calculate Loess Collapsibility
The target of amount.The method of the present invention is based on in-situ test (lateral loading test), can it is easy, quickly evaluate collapsibility of loess, and
It is provided for collapsible loess pile foundation neutral point, the determination on saturated yielding bottom circle and the calculating of loess self-weight collapse settlement or saturated yielding amount
One new approach.
Description of the drawings
(a) is the schematic top plan view of the first drilling, the second drilling in Fig. 1, is (b) section of the first drilling, the second drilling
Schematic diagram；
Fig. 2 is to pass through the obtained P-V curve synoptic diagrams of lateral loading test；
Fig. 3 is to pass through the load-deformation curve (the second curve) for the Collapsing Deformation being converted to；
Fig. 4 is the flow chart of the method for the present invention.
Specific implementation mode
The invention discloses the methods that pressure experimental method evaluates collapsibility of loess by water filling in a kind of through hole.Other pressure is carried out to survey
The premise of examination is that have certain understanding to the collapsibility in entire (field) place, such as has been carried out prospect pit and excavates or drill, into
Having gone the coefficient of collapsibility of different depth, self-weight collapse coefficient measures.
A kind of evaluation computational methods of collapsibility of loess, include the following steps：
Step 1, test site interval establish the first drilling (1#) and second drilling (2#), and two drilling be drilled into it is wet
Fall into property loess formation bottom；In two drillings, multiple test points are from top to bottom determined respectively；
In the present solution, the first drilling and the second drilling of setting are respectively used to carry out the side under native state and Riddled Condition
Pressure experiment.The distance of holes is appropriate, keeps the soil nature of holes consistent as possible, but will not influence each other during the test, example
If the spacing of holes can be 2~3m, as shown in (a) and (b) in Fig. 1.The diameter of two drilling, depth are consistent, and
In drilling, two drillings should be drilled into the bottom of yellow soil horizon of collapsibility, that is, be drilled into coefficient of collapsibility and self-weight collapse coefficient is less than
0.015 position.In the present embodiment, drilling depth H=19m.
In drilling at two, multiple test points are determined respectively from the bottom to top, such as the first drilling, from bottom to up, point
Not Que Ding apart from foot of hole 1m, 3m, 5m ..., 19m be test point；Remember at 1m to be first test point, is second survey at 3m
Pilot, and so on.The setting of test point and the first drilling are identical in second drilling, i.e., in the survey of same depth in two drillings
Pilot position corresponds to.
Step 2, lateral loading test is carried out respectively at each test point from the bottom to top in the first drilling；In the present embodiment,
1m, 3m in first drilling, 5m ..., utilize the progress lateral loading test of other depressor successively at 19m these test points；
Step 3, water filling is carried out after carrying out Anti-seeping technology to the bottom hole of the second drilling, is then carried out at first test point
Lateral loading test；
Optionally, a kind of progress Anti-seeping technology and the method for water filling are：With lime and loess with 1:3 weight ratio mixing
15cm is laid at the second drilling bottom and with impact drill heavy tamping 5~7 times, then water filling, the second drilling cross section of note is S afterwards,
Then water injection rate is S cubic metres, i.e., water filling depth is 1m；If finding that water level decreasing is apparent after charging, such as in 1 hour under water level
More than half is dropped, then needs to be supplemented S cubic meter of water, until water level decreasing unobvious；It is waited for after water filling at least 8 hours, makes loess
It can fully be saturated.
Before being tested after 8 hours, if observation bottom hole water level is higher than 10cm, the water in hole is pumped；It collapses if hole has
It falls into, then borehole cleaning is carried out by drilling machine, then carry out lateral loading test in test point.Here test point is first test point,
I.e. apart from the position of bottom hole 1m.
Second drilling for the first time carry out water filling lateral loading test after, second drilling be backfilled to second test point (at 3m) it
Under, the backfill amount of loess can be the difference of two test point heights, such as 2 cream colour soil of backfill；At this time to being formed after backfill
The method of water filling after bottom hole progress Anti-seeping technology, specific Anti-seeping technology and water filling is identical as first time, then carries out second again
Secondary lateral loading test；According to for the first time, second identical method, constantly backfilled, antiseepage, water filling and lateral loading test, directly
Lateral loading test is completed to the last one test point (at 19m).
Step 4, the lateral loading test curve for drawing each test point in the first drilling, the second drilling respectively, then will be described
Two groups of lateral loading test curves are converted into vertical stress-strain (P-S) curve；
As shown in Fig. 2, be lateral loading test curve (P-V curves) schematic diagram, the pressure of test point when wherein P is lateral loading test
Power, V are the cubic deformation amount of other pressure chamber.As soon as the corresponding P-V curves of each test point, then a drilling generate one group
P-V curves；Then by P-V Curve transforms, at vertical load-deformation curve, (for convenience of understanding and statement, stress-herein is answered
Varied curve is denoted as the first curve), the P in load-deformation curve (P-S) refers to the stress of corresponding points, and S refers to the strain of corresponding points.Turn
The method of changing comes from following document：
Liu Qiong, Yang Guanghua, Li Deji lateral loading test results calculate the Guangdong load test p-s curve [J] water conservancy and hydropower,
2008(08):82-84.
Undisturbed soil tangent modulus method [J] geotechnical engineering journals of Yang Guanghua ground calculation of nonlinear settlement, 2006 (11):
1927-1931；
Step 5, for the test point of same position in two drilling, the load-deformation curve and the of the second drilling is calculated
The difference of point deformation is corresponded in the stress-strain curves of one drilling, and load-deformation curve is drawn according to difference, then basis
The curve determines the collapse initial compression of test point position；
By above step, each drilling generates one group of load-deformation curve, i.e., 1m, 3m, 5m ...,
Then stress-strain diagram at 19m calculates the difference of the P-S curves of same position test point in two drillings, and by the difference
Value generates new load-deformation curve (being denoted as the second curve), i.e., two the first curves pair of the two same test points of drilling
After answering position to make the difference, result is still a curve, i.e. second curve.
Specifically, the corresponding strain S2 of different stress on the first curve of first test point of the second drilling is subtracted the
The strain S1 of stress is corresponded on one drilling the first curve of upper first test point, difference is Collapsing Deformation amount S0, is then drawn
P-S curves, i.e. second curve.Second curve P-S, P therein represents stress, but S then represents saturated yielding strain.
After drawn second curve, collapse initial compression P is determined according to the curvesh, as shown in figure 3, at point of inflexion on a curve
As collapse initial compression；The P of different tracing patternsshObtaining value method refers to following documents：
Zheng Yanwu, the collapsibility of Chinese loess, Beijing：Geology Publishing House, 1982.
Step 6, as in loess the stress of a certain depth in the saturated condition be more than the corresponding collapse initial compression of the depth,
Then judge the Loess Collapsibility of the depth.
After through the above steps, each test point (1m, 3m i.e. in the present embodiment, 5m ..., at 19m) be determined one
A collapse initial compression Psh, then collapse initial compression is mapped with soil depth.
In practical application, for example need to judge loess 1 meter of depth whether saturated yielding, then first by lateral loading test or its is attached
Under the material computation saturation state of nearly exploratory spot in loess 1 meter of depths stress, then by stress with determined by this method 1
Collapse initial compression at rice compares, when the stress is more than or equal to PshWhen can be judged to saturated yielding, be otherwise not saturated yielding.
The depth tested if necessary to depth and this method of judgement is inconsistent, such as it is 2 meters to need depth to be tested, and
This method only provides 1 meter and the corresponding P of 3 meters of depthsh, then 1 meter and the corresponding P in 3 meters of positions can be soughtshAverage value is as 2
P at ricesh, or by the P of different depthshA curve is connected into determine the P of different locationsh。
Based on the above technical solution, the present invention also provides a kind of loess self-collapsibility bottom circle and pile foundation neutral points
The determination method of depth, including：
The saturation weight stress of different depth loess is calculated, saturation weight stress is equal or closest with collapse initial compression
Position, that is, neutral point position, while be also self-collapsibility bottom circle；Same method can determine wet when considering upper load
Xian Di circle：Total stress (being saturated the sum of the additional stress that weight stress is generated with upper building) is equal with collapse initial compression
Or immediate position, that is, saturated yielding bottom circle.
Preferably, when determining the position of the neutral point, under the same coordinate system, according to the wet of different location (depth)
It falls into initial pressure and draws initial pressure curve (i.e. by the collapse initial compression of different location be connected in turn the curve to be formed),
Saturation weight stress curve is drawn according to the saturation weight stress of loess different location (depth), initial pressure curve is sought and satisfies
It is with position corresponding with immediate point on weight stress curve on the intersection point or initial pressure curve of weight stress curve
Neutral point position, i.e. depth.
Based on the above technical solution, invention further provides a kind of calculating sides of loess (dead weight) saturated yielding amount
Method can calculate the modulus of corresponding stress section using the second curve (P-S), might as well the modulus be referred to as saturated yielding modulus, further according to
The additional stress of a certain depth of saturated yielding modulus and soil can be calculated self-weight collapse settlement or saturated yielding amount by mechanics principle, be counted
Depth is calculated to self-collapsibility or saturated yielding bottom circle, which does not have self-weight collapsible or collapsibility, the above loess in bottom circle
With self-weight collapsible or collapsibility.The calculating of loess self-weight collapse settlement is exemplified below, specific steps include：
Determine the self-collapsibility bottom circle depth of loess (corresponding to the collapsible loess bottom i.e. described in preceding step 1
Position), which is divided into different layerings with identical interval；In the present embodiment, it is layered by interval of 2m, such as apart from hole
0~2.0m of bottom, 2.0~4.0m, 4.0~6.0m, 6.0~8.0m, 8.0~10.0m, 10.0~11.0m ... are layered so that
Different test points is located in different layerings.If meeting stratum boundary, if any ancient soil interlayer, then the layering boundary of substratum takes ground
Layer boundary depth.
According to load-deformation curve, the saturated yielding modulus of the layering is calculated：
In above formula, EiFor the saturated yielding modulus of the i-th stratified soil, P2iFor the saturation weight stress of loess at the layering upper bound, P1iFor
It is layered the saturation weight stress of loess at lower bound, s2i、s1iRespectively P2i、P1i(second is herein referred in the load-deformation curve
Curve) on corresponding deflection；
By taking the self-weight collapse settlement of 2.0~4.0m calculates as an example, P2iFor the weight stress of soil at 2m, P1iFor at 4 meters soil from
Weight stress, finds out the i.e. s of the corresponding deflection of the two values on the second curve2i、s1i。
The self-weight collapse settlement being each layered is calculated according to following formula：
In above formula, Δ siFor the self-weight collapse settlement of the i-th stratified soil,For the stress increment of the i-th stratified soil, i.e., a certain substratum
The difference of the saturation weight stress of bottom loess and its top weight stress, hiFor the thickness of layering, 2m is taken in the present embodiment；
Then the self-weight collapse settlement of loess is：
In above formula, s is the self-weight collapse settlement of loess, and n is the number of plies of layering.
If hole depth is larger, test period is longer, the side that immersion hole can be tested using multiple drillings, segmentation simultaneously
Method, such as a certain drilling carry out 1m, 5m, 9m ... ... test, and another drilling carries out 3m, 7m, 11m ... tests；Huang can similarly be calculated
The saturated yielding amount of soil, P when being a difference in that calculating2iUsing total stress, i.e. P2iIf total stress, then the s for calculating gained is loess
Saturated yielding amount.
Claims (8)
1. a kind of evaluation computational methods of collapsibility of loess, which is characterized in that include the following steps：
Step 1, the first drilling and the second drilling are established at test site interval, and two drillings are drilled into yellow soil horizon of collapsibility bottom
Portion；In two drillings, multiple test points are from top to bottom determined respectively；
Step 2, lateral loading test is carried out respectively at each test point from the bottom to top in the first drilling；
Step 3, carry out water filling after carrying out Anti-seeping technology to the bottom hole of the second drilling, then carry out at first test point by press
Experiment；Second drilling is backfilled under second test point, and carries out water filling after Anti-seeping technology, then carries out second of side pressure examination
It tests；In the same manner, until the last one test point completes lateral loading test；
Step 4, the lateral loading test curve for drawing each test point in the first drilling, the second drilling respectively, then by described two groups
Lateral loading test curve is converted into vertical load-deformation curve；
Step 5, for the test point of same position in two drilling, the load-deformation curve and first that calculate the second drilling bore
The difference of corresponding points on the load-deformation curve in hole, and load-deformation curve is drawn according to difference, it is then true according to the curve
The collapse initial compression of location survey pilot position；
Step 6, as in loess the stress of a certain depth in the saturated condition be more than the corresponding collapse initial compression of the depth, then sentence
The Loess Collapsibility of the fixed depth.
2. the evaluation computational methods of collapsibility of loess as described in claim 1, which is characterized in that described first drilling, the
The diameter of two drillings, depth are identical, and the spacing in each drilling between adjacent test point is identical.
3. the evaluation computational methods of collapsibility of loess as described in claim 1, which is characterized in that the antiseepage described in step 3
The specific steps of water filling include after processing：
With lime and loess with 1:15cm is laid in bottom hole after 3 weight ratio mixing and is rammed with impact drill, then water filling, remember
Second drilling cross section is S, then water injection rate is S cubic metres；It is waited for after water filling at least 8 hours, if then observation bottom hole water level is high
In 10cm, then the water in hole is pumped；Then lateral loading test is carried out in test point.
4. the determination method of a kind of loess self-collapsibility bottom circle and pile foundation Depth of Neutral, which is characterized in that including：
Calculate the saturation weight stress of different depth loess, saturation weight stress is equal with collapse initial compression or immediate position
The position of i.e. neutral point is set, while being also self-collapsibility bottom circle.
5. the determination method of loess self-collapsibility as described in claim 1 bottom circle and pile foundation Depth of Neutral, which is characterized in that
When determining the position of the neutral point, under the same coordinate system, starting pressure is drawn according to the collapse initial compression of different location
Force curve draws weight stress curve according to the weight stress of loess different location, seeks initial pressure curve and weight stress
Position corresponding with immediate point on weight stress curve is neutral point on the intersection point or initial pressure curve of curve
It sets.
6. the determination method of loess self-collapsibility as claimed in claim 4 bottom circle and pile foundation Depth of Neutral, which is characterized in that
The saturation weight stress is replaced with into total stress, that is, be saturated additional stress that weight stress is generated with upper building it
With then total stress is equal with collapse initial compression or the saturated yielding bottom circle of immediate position, that is, loess.
7. a kind of computational methods of loess self-weight collapse settlement, which is characterized in that including：
The self-collapsibility bottom circle depth for determining loess, is divided into different layerings with identical interval by the depth；
According to load-deformation curve, the saturated yielding modulus of the layering is calculated：
In above formula, EiFor the saturated yielding modulus of the i-th stratified soil, P2iFor the saturation weight stress of loess at the layering upper bound, P1iFor layering
The saturation weight stress of loess, s at lower bound2i、s1iRespectively P2i、P1iThe corresponding deflection on the load-deformation curve；
The self-weight collapse settlement being each layered is calculated according to following formula：
In above formula, Δ siFor the self-weight collapse settlement of the i-th stratified soil,For the stress increment of the i-th stratified soil, hiFor the thickness of layering；
Then the self-weight collapse settlement of loess is：
In above formula, s is the self-weight collapse settlement of loess, and n is the number of plies of layering.
8. the computational methods of loess self-weight collapse settlement as claimed in claim 7, which is characterized in that by P2iTotal stress is replaced with,
The s for then calculating gained is then the saturated yielding amount of loess.
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| CN109653258A (en) * | 2018-10-14 | 2019-04-19 | 中国科学院武汉岩土力学研究所 | The calcareous sand pile foundation model assay systems of analog pile driving process |
| CN109653258B (en) * | 2018-10-14 | 2022-04-12 | 中国科学院武汉岩土力学研究所 | Calcareous sand pile foundation model test system capable of simulating pile sinking process |
| CN109238866A (en) * | 2018-11-02 | 2019-01-18 | 湖北省路桥集团有限公司 | The measurement method of the direct measuring device of coefficient of collapsibility and coefficient of collapsibility of loess in hole |
| CN109238866B (en) * | 2018-11-02 | 2024-04-26 | 湖北省路桥集团有限公司 | Direct measurement device for in-hole collapse coefficient and measurement method for loess collapse coefficient |
| CN110499751A (en) * | 2019-08-02 | 2019-11-26 | 长安大学 | A kind of measuring method of loess self-collapsibility minimum air velocity |
| CN110514807A (en) * | 2019-08-02 | 2019-11-29 | 长安大学 | A kind of loess self-collapsibility quantity measuring method |
| CN110595900B (en) * | 2019-09-29 | 2021-10-01 | 太原理工大学 | Method for testing deformation and damage of coal pillar under condition of longitudinal non-uniform distribution of moisture |
| CN110595900A (en) * | 2019-09-29 | 2019-12-20 | 太原理工大学 | Method for testing deformation and damage of coal pillar under condition of longitudinal non-uniform distribution of moisture |
| CN110781619A (en) * | 2019-10-18 | 2020-02-11 | 中国有色金属工业昆明勘察设计研究院有限公司 | Method for obtaining mechanical property index of dynamic compaction reinforced soil body of silt soft soil foundation |
| CN111220791A (en) * | 2020-01-22 | 2020-06-02 | 长安大学 | Method for measuring lower limit depth of heavy-thickness loess self-weight collapse |
| CN111222192A (en) * | 2020-02-17 | 2020-06-02 | 中国电建集团西北勘测设计研究院有限公司 | Evaluation method for collapsible formation collapsible deformation based on numerical calculation |
| CN111680887A (en) * | 2020-05-19 | 2020-09-18 | 中国电建集团西北勘测设计研究院有限公司 | Loess engineering collapse water sensitivity index evaluation method |
| CN111680887B (en) * | 2020-05-19 | 2022-08-05 | 中国电建集团西北勘测设计研究院有限公司 | Loess engineering collapse water sensitivity index evaluation method |
| CN112966320A (en) * | 2021-01-25 | 2021-06-15 | 西安工业大学 | Method for calculating loess unloading collapsibility |
| CN113008760A (en) * | 2021-03-01 | 2021-06-22 | 长安大学 | Method for calculating loess collapsible initial pressure |
| CN114279865A (en) * | 2021-11-26 | 2022-04-05 | 西安工业大学 | Method for calculating loess unloading collapsibility |
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