CN113624943A - Earthquake liquefaction discrimination method for coral sand field - Google Patents

Earthquake liquefaction discrimination method for coral sand field Download PDF

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CN113624943A
CN113624943A CN202110981219.4A CN202110981219A CN113624943A CN 113624943 A CN113624943 A CN 113624943A CN 202110981219 A CN202110981219 A CN 202110981219A CN 113624943 A CN113624943 A CN 113624943A
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coral sand
liquefaction
acceleration
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alpha
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CN113624943B (en
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叶祥记
季则舟
赵鑫
曹煜
文藻
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CCCC First Harbour Consultants Co Ltd
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Abstract

The invention discloses a method for judging the earthquake liquefaction of a coral sand field, which considers the essential characteristics and the dynamic characteristics of coral sand, provides a correction formula aiming at the on-site in-situ penetration coefficient, and calculates the equivalent penetration number of the coral sand by combining the effective overlying stress of a soil body; calculating equivalent acceleration according to the field acceleration and the overlying effective stress; and finally, carrying out liquefaction judgment according to the equivalent penetration number and the equivalent acceleration. The method is a grading curve combined standard penetration liquefaction discrimination method. Firstly, carrying out primary judgment according to grading curves and uneven coefficients of coral sand; and correcting according to the measured standard penetration base number, and performing secondary judgment according to the corrected standard penetration base number and the soil equivalent acceleration.

Description

Earthquake liquefaction discrimination method for coral sand field
Technical Field
The invention belongs to the fields of marine geological engineering, geotechnical engineering and port engineering, and relates to a method for distinguishing an earthquake liquefaction in a marine coral sand field.
Background
Coral sand is a special rock-soil mass widely distributed in tropical sea, mostly located between 30 ° north latitude and 30 ° south latitude, such as Caribbean, Hawaii, Borisia, Indonesia, Indian ocean, Australian north coast, red sea, etc., and abundant coral sand is also distributed in south China sea area.
The coral sand is different from common sand in nature, and is mainly calcium debris formed by long geological actions such as marine movement and the like after biological cement of coral and shell is formed into rock. The granules are irregular in shape due to biogenic minerals derived from coral shellfish and the like, and the surfaces of the granules have porosity and are accompanied with organism grains. The coral sand has the characteristics that: the sand has a plurality of internal pores, is easy to break, has high compressibility and large grading dispersion, so that the shear and dynamic characteristics of the sand are greatly different from those of common quartz sand, and the liquefaction judgment and the liquefaction degree of the sand are greatly different from those of the common sand.
The traditional sandy soil liquefaction judging method mainly judges through the standard penetration number measured by a site in-situ standard penetration test. Under the condition of the same penetration number, tests show that the coral sand is not yet liquefied by far as the starting condition of liquefaction is reached when the common sand is liquefied. The existing earthquake-resistant design specifications at home and abroad do not have an earthquake liquefaction judgment method specially aiming at coral sand.
Disclosure of Invention
The invention aims to solve the technical problem of providing a method for judging the earthquake liquefaction of coral sand fields, which fully considers the essential characteristics and the dynamic characteristics of coral sand.
In order to solve the technical problems, the invention adopts the technical scheme that: a seismic liquefaction discrimination method for coral sand fields comprises the following steps:
A. carrying out a standard penetration test on site, and measuring the site actual measurement standard penetration number N of the soil body at different depths;
B. taking a coral sand soil sample to perform a drop acid test, and determining the calcium content to determine the coral sand;
C. taking a coral sand sample to carry out an indoor particle test to obtain an uneven coefficient Uc, and when the uneven coefficient Uc is more than or equal to 3.5, drawing a coral sand grading curve obtained by the particle test on a liquefaction limit diagram of the grading curve T-13.2.1(a) in a Technical Standards and commendaries for ports and harbor Facilities in JAPAN; when Uc is less than 3.5, drawing the coral sand grading curve on a grading curve liquefaction limit diagram of a diagram T-13.2.1(b), preliminarily judging the liquefaction possibility of the coral sand according to the relative relation between the coral sand grading curve and upper and lower limit grading curves in the grading curve liquefaction limit diagram, if the coral sand grading curve falls in the areas outside all the limit grading curves, judging that the coral sand is not liquefied, otherwise, carrying out the next step of judgment;
D1. drawing standard coral sand distinguishing partition map
With equivalent seismic acceleration aeqIs the abscissa, the equivalent penetration number N65Making standard coral sand distinguishing partition map for ordinate, wherein (alpha)eq,N65) The I area which is enclosed end to end and is (0,0), (150,0), (450,16), (600,16), (600,0), (0,0) is a certain liquefaction area; (alphaeq,N65) A region II enclosed end to end as (0,0), (100,7), (300,16), (450,16), (150,7), (0,0) is an approximate liquefaction zone; (alphaeq,N65) The III region enclosed end to end as (0,0), (66,7), (333,25), (600,25), (600,16), (300,16), (100,7), (0,0) is the small probability liquefaction zone; (alphaeq,N65) The IV region enclosed end to end as (0,0), (0,30), (600,30), (600,25), (333,25), (66,7), (0,0) is a region of constant non-liquefaction;
D2. calculating the equivalent penetration number N65
Figure BDA0003229182700000021
In the formula, N is the penetration number of the field actual measurement mark;
σ'vfor effective overburden stress, kN/m2Measuring natural volume weight of soil by indoor test, and calculating to obtain effective overlying stress sigma 'at calculated point position by combining buried depth and water level of soil body'v；
FcaAs a standard pass correction factor, Fca＝0.72*Dr+1.62，DrThe relative compactness is measured by an indoor test;
D3. is calculated equivalentlySeismic acceleration alphaeq
Figure BDA0003229182700000022
In the formula, τmaxAt maximum shear stress, kN/m2Obtaining the maximum shear stress of the soil body during the earthquake by combining the field acceleration;
σ'vfor effective overburden pressure, kN/m2
g is the acceleration of gravity;
D4. calculating the data pair (alpha) in the steps D2 and D3eq,N65) And drawing on a standard coral sand distinguishing and partitioning diagram drawn by D1 to obtain the liquefaction degree of the coral sand.
Preferably, said τ ismaxAnd taking the maximum peak acceleration of the field.
The invention has the beneficial effects that: the essential characteristics and the dynamic characteristics of the coral sand are fully considered, the liquefaction judgment result meets the actual situation, the engineering design is guided to be more reasonable and effective, and the blank of the related field is filled.
Drawings
FIG. 1 is a liquefaction limit diagram of a gradation curve adopted by the present invention (Uc ≧ 3.5);
FIG. 2 is a liquefaction limit diagram of the grading curve employed in the present invention (Uc < 3.5);
FIG. 3 is a partition diagram for standard coral sand liquefaction determination according to the present invention.
FIG. 4 is a geological profile of an embodiment of the invention.
Fig. 5 is a superimposed graph of grading curve of field coral sand and boundary grading curve in the embodiment of the present invention.
FIG. 6 is a liquefaction determination chart of NBK11 according to an embodiment of the present invention.
In the figure:
a lower limit grading curve is formed; and fourthly, the upper limit grade music matching is carried out.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments obtained by a person skilled in the art without making any inventive step are within the scope of the present invention.
The invention discloses a seismic liquefaction discrimination method for a coral sand field, which comprises the following steps of:
A. carrying out a standard penetration test on site, and measuring the site actual measurement standard penetration number N of the soil body at different depths;
B. taking a coral sand soil sample to perform a drop acid test, and determining the calcium content to determine the coral sand;
C. taking a coral sand sample to carry out an indoor grain test to obtain an uneven coefficient Uc, and when the uneven coefficient Uc is more than or equal to 3.5, drawing a coral sand grading curve obtained by the grain test on a liquefaction limit diagram of the grading curve T-13.2.1(a) in a Technical Standards and commemorations for ports and harbor Facilities in JAPAN (see figure 1); when Uc is less than 3.5, the coral sand grading curve is drawn on a liquefaction limit diagram (see figure 2) of a grading curve of a diagram T-13.2.1(b), the liquefaction possibility of the coral sand is preliminarily judged according to the relative relationship between the coral sand grading curve and an upper-lower limit grading curve (a) and a (b) in the liquefaction limit diagram of the grading curve, if the coral sand grading curve falls in the areas outside all limit grading curves, the coral sand is judged not to be liquefied, otherwise, the next step of judgment is carried out;
D1. drawing standard coral sand distinguishing and partitioning picture (see figure 3)
With equivalent seismic acceleration aeqIs the abscissa, the equivalent penetration number N65Making standard coral sand distinguishing partition map for ordinate, wherein (alpha)eq,N65) The I area which is enclosed end to end and is (0,0), (150,0), (450,16), (600,16), (600,0), (0,0) is a certain liquefaction area; (alphaeq,N65) A region II enclosed end to end as (0,0), (100,7), (300,16), (450,16), (150,7), (0,0) is an approximate liquefaction zone; (alphaeq,N65) The III region enclosed end to end as (0,0), (66,7), (333,25), (600,25), (600,16), (300,16), (100,7), (0,0) is the small probability liquefaction zone; (alphaeq,N65) The IV region enclosed end to end as (0,0), (0,30), (600,30), (600,25), (333,25), (66,7), (0,0) is a region of constant non-liquefaction;
D2. calculating the equivalent penetration number N65
Figure BDA0003229182700000041
In the formula, N is the penetration number of the field actual measurement mark;
σ'vfor effective overburden stress, kN/m2Measuring natural volume weight of soil by indoor test, and calculating to obtain effective overlying stress sigma 'at calculated point position by combining buried depth and water level of soil body'v；
FcaAs a standard pass correction factor, Fca＝0.72*Dr+1.62，DrThe relative compactness is measured by an indoor test;
D3. calculating equivalent seismic acceleration alphaeq
Figure BDA0003229182700000042
In the formula, τmaxAt maximum shear stress, kN/m2Obtaining the maximum shear stress of the soil body during the earthquake by combining the field acceleration;
σ'vfor effective overburden pressure, kN/m2
g is the acceleration of gravity;
D4. calculating the data pair (alpha) in the steps D2 and D3eq,N65) And drawing on a standard coral sand distinguishing and partitioning diagram drawn by D1 to obtain the liquefaction degree of the coral sand.
Preferably, said τ ismaxAnd taking the maximum peak acceleration of the field.
Briefly, the principle of the invention is:
firstly, the preliminary judgment is carried out by combining the figure 1 and the figure 2 according to the measured coral sand grain composition curve and the uneven coefficient. When the unevenness and the coefficient Uc are equal to or larger than 3.5, FIG. 1 is used, and when Uc is smaller than 3.5, FIG. 2 is used. Both fig. 1 and fig. 2 have 4 boundary grading curves, wherein the grading curve (i) is a lower limit grading curve (ii); and the grading curve (c) is an upper limit grading curve. When the coral soil sample particle curve falls outside the grading curve of the upper and lower limits of the figure 1 or the figure 2, the coral sandy geology is not subjected to earthquake liquefaction; if the grading curve is wholly or partially within the upper and lower limit curves, the site is very likely to be liquefied or liquefied, and further judgment needs to be carried out by combining the measured on-site coral sand penetration number.
Secondly, correcting the standard penetration number correction coefficient obtained by calculating the original standard penetration number measured on site to obtain the equivalent standard penetration number N65(ii) a Calculating the equivalent seismic acceleration alphaeq(ii) a The data pairs are plotted in fig. 3 for the liquefaction section. FIG. 3: zone I, where liquefaction must occur; and (II) zone: liquefaction occurs at a high probability and needs to be further determined by combining a dynamic triaxial experiment; and (3) zone III: liquefaction occurs with little probability; zone IV: liquefaction must not occur.
The following is illustrated with reference to specific examples:
in certain seven-ten-thousand-ton class wharf engineering of Indonesia, the earthquake acceleration in a strong earthquake region is 0.2 g. The stratum condition of the project is mainly coral sand and weathered olivine, and is occasionally filled with plain filling, block stone, clay and residual soil, the coral sand is generally positioned at the uppermost layer or the coral sand is occasionally filled with block stone or plain filling, and the condition of better drainage condition is met. The individual borehole geology is shown in table 1.
TABLE 1 conditions of the respective borehole formations
Figure BDA0003229182700000051
Figure BDA0003229182700000061
The geological profile is shown in fig. 4, where the original penetration number at different depths of the borehole can be drilled.
The results of screening soil at depths of 4.15 to-4.45 of the drilling NBK11 according to the indoor particle test are shown in Table 2.
TABLE 2
Particle size (mm) 20 2 0.5 0.25 0.075 0.005
Percentage of soil smaller than the particle diameter (%) 95.3 51.4 39.2 28.3 15.6
Particle size (mm) 0.06 0.05 0.04 0.02 0.006 0.003 0.002
Boundary 1 of possible liquefaction 96 93 90 70 30 10 4
Particle size (mm) 20 15 10 2 1 0.7
Boundary 2 of possible liquefaction 98 95 84 29 9 3
Particle size (mm) 0.13 0.1 0.08 0.07 0.006 0.005 0.004
Most easily liquefiable boundary 1 98 95 90 87 9.5 6 4
Particle size (mm) 5 4 3 2 1 0.3 0.2 0.15
Most easily liquefiable boundary 2 97 93 87 75 54 13 7 3
As can be seen from Table 2, the nonuniformity index Uc > 3.5. The particle curves are plotted in FIG. 1, and the results are shown in FIG. 5.
As can be seen from fig. 5, liquefaction is likely to occur at the NBK11 orifice, requiring further discrimination.
The relative compactness Dr is 0.53 by indoor test;
according to Fca＝0.72*Dr+1.62, calculate Fca＝2.0；
Checking an address profile NBK11 hole, wherein the original standard penetration number N of the point is 11;
calculating effective overlying stress sigma 'of the point location'v＝(18.5-10)*5＝42.5kPa
Calculating equivalent penetration number
Figure BDA0003229182700000071
The acceleration of the field earthquake is 0.2g, taumaxMay be taken as 0.2;
calculating equivalent seismic acceleration
Figure BDA0003229182700000072
The equivalent penetration number and equivalent seismic acceleration were plotted in the coral sand liquefaction division chart 3, and the results are shown in fig. 6.
From FIG. 6, it is clear that NBK11 pore is located in region IV and no liquefaction must occur.
In summary, the disclosure of the present invention is not limited to the above-mentioned embodiments, and persons skilled in the art can easily set forth other embodiments within the technical teaching of the present invention, but such embodiments are included in the scope of the present invention.

Claims (2)

1. A seismic liquefaction discrimination method for coral sand fields is characterized by comprising the following steps:
A. carrying out a standard penetration test on site, and measuring the site actual measurement standard penetration number N of the soil body at different depths;
B. taking a coral sand soil sample to perform a drop acid test, and determining the calcium content to determine the coral sand;
C. taking a coral sand sample to carry out an indoor particle test to obtain an uneven coefficient Uc, and when the uneven coefficient Uc is more than or equal to 3.5, drawing a coral sand grading curve obtained by the particle test on a grading curve liquefaction limit diagram of a T-13.2.1(a) in a Technical Standards and commendaries for ports and harbor facilities in JAPAN; when Uc is less than 3.5, drawing the coral sand grading curve on a grading curve liquefaction limit diagram of a diagram T-13.2.1(b), preliminarily judging the liquefaction possibility of the coral sand according to the relative relation between the coral sand grading curve and upper and lower limit grading curves in the grading curve liquefaction limit diagram, if the coral sand grading curve falls in the areas outside all the limit grading curves, judging that the coral sand is not liquefied, otherwise, carrying out the next step of judgment;
D1. drawing standard coral sand distinguishing partition map
With equivalent seismic acceleration aeqIs the abscissa, the equivalent penetration number N65 isMaking standard coral sand distinguishing and partitioning diagram in the ordinate, wherein (alpha)eq,N65) The I area which is enclosed end to end and is (0,0), (150,0), (450,16), (600,16), (600,0), (0,0) is a certain liquefaction area; (alphaeq,N65) A region II enclosed end to end as (0,0), (100,7), (300,16), (450,16), (150,7), (0,0) is an approximate liquefaction zone; (alphaeq,N65) The III region enclosed end to end as (0,0), (66,7), (333,25), (600,25), (600,16), (300,16), (100,7), (0,0) is the small probability liquefaction zone; (alphaeq,N65) The IV region enclosed end to end as (0,0), (0,30), (600,30), (600,25), (333,25), (66,7), (0,0) is a region of constant non-liquefaction;
D2. calculating the equivalent penetration number N65
Figure FDA0003229182690000011
In the formula, N is the penetration number of the field actual measurement mark;
σ′vfor effective overburden stress, kN/m2The natural volume weight of the soil is measured by an indoor test, and the effective overlying stress sigma at the calculated point position is calculated by combining the buried depth and the water level of the soil bodyv；
FcaAs a standard pass correction factor, Fca＝0.72*Dr+1.62，DrThe relative compactness is measured by an indoor test;
D3. calculating equivalent seismic acceleration alphaeq
Figure FDA0003229182690000021
In the formula, τmaxAt maximum shear stress, kN/m2Obtaining the maximum shear stress of the soil body during the earthquake by combining the field acceleration;
σ′vfor effective overburden pressure, kN/m2
g is the acceleration of gravity;
D4. calculating the data pair (alpha) in the steps D2 and D3eq,N65) And drawing on a standard coral sand distinguishing and partitioning diagram drawn by D1 to obtain the liquefaction degree of the coral sand.
2. The method for discriminating between earthquake and liquefaction for coral sand field as claimed in claim 1, wherein said τ ismaxAnd taking the maximum peak acceleration of the field.
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CN115910248A (en) * 2022-11-22 2023-04-04 中交第四航务工程局有限公司 Coral reef liquefaction judgment method based on in-situ test correlation indoor liquefaction resistance

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