CN114297742A - Anti-liquefaction processing method based on average seismic subsidence and differential seismic subsidence - Google Patents
Anti-liquefaction processing method based on average seismic subsidence and differential seismic subsidence Download PDFInfo
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Abstract
The invention discloses an anti-liquefaction treatment method based on average seismic subsidence and differential seismic subsidence, which comprises the following steps of: A. determining the liquefaction grade of the liquefaction site according to a liquefaction index discrimination method; B. judging the degree of uneven distribution of liquefied soil in the liquefaction site; when the liquefied soil in the liquefaction site is uniformly distributed, selecting corresponding anti-liquefaction measures; when the liquefied soil in the liquefaction site is not uniformly distributed, the seismic subsidence amount and the integral inclination value of the building are further calculated, and then anti-liquefaction measures are selected. The method considers the factor of the seismic subsidence caused by the upper load, introduces two control parameters of average seismic subsidence and difference seismic subsidence on the basis of the existing seismic specification, quantifies the control threshold value, has simple whole operation selection steps, quantifies the anti-liquefaction standard through the calculation of the seismic subsidence amount, is more precise and specific compared with the traditional method, can adopt more economic anti-liquefaction means, and achieves more excellent anti-liquefaction effect; the method can be well suitable for uneven liquefaction sites.
Description
Technical Field
The invention relates to an anti-liquefaction treatment method, in particular to an anti-liquefaction treatment method based on average seismic subsidence and differential seismic subsidence.
Background
When the earthquake design meets a liquefaction field, the earthquake resistance specification gives a liquefaction index discrimination method to judge the liquefaction grade of the field, and corresponding liquefaction resisting measures are selected according to the liquefaction grade and the earthquake resistance fortification category of the building, including foundation and upper structure treatment, complete or partial elimination of the liquefaction settlement and the like. However, the premise of executing the relevant provisions of the earthquake-resistant regulations is that the liquefied soil layer is relatively flat and uniform in distribution, and more serious uneven settlement is often brought when the liquefied soil layer is not uniform, so that more serious earthquake damage is caused. When a non-uniform liquefaction site is encountered in engineering, the non-uniform liquefaction site exceeds the standard applicability, and a difficult problem is brought to a designer, and at the moment, anti-liquefaction measures need to be selected more carefully. On the other hand, the standard anti-liquefaction measure selection principle is only related to site liquefaction grade and building anti-seismic fortification category, is unrelated to the number of layers of upper buildings and the size of upper load, and does not distinguish the condition of high building base pressure from the condition of low building base pressure; the selection of anti-liquefaction measures designed according to anti-seismic specifications has certain limitations and cannot be applied to uneven liquefaction sites.
Disclosure of Invention
The invention aims to provide an anti-liquefaction treatment method based on average seismic traps and differential seismic traps. The invention has the characteristics of wide application range, simple steps and better anti-liquefaction effect.
The technical scheme of the invention is as follows: an anti-liquefaction treatment method based on average seismic subsidence and differential seismic subsidence comprises the following steps:
A. determining the liquefaction grade of the liquefaction site according to a liquefaction index discrimination method;
B. judging the degree of uneven distribution of liquefied soil in the liquefaction site;
when the liquefied soil in the liquefaction site is uniformly distributed, selecting corresponding anti-liquefaction measures;
when the liquefied soil in the liquefaction site is not uniformly distributed, the seismic subsidence amount and the integral inclination value of the building are further calculated, and then anti-liquefaction measures are selected.
In the above anti-liquefaction processing method based on average seismic sag and differential seismic sag, in step a, the specific determination method of the liquefaction grade of the liquefaction site is as follows: when one of the following three conditions is met, the liquefaction site is judged to be in a non-liquefaction state:
1) the geological generation is the late updating of the fourth era and before, and the saturated soil is judged not to be liquefied when the category is 7 degrees and 8 degrees;
2) when the content of clay particles of the silt with the saturated soil types of 7 degrees, 8 degrees and 9 degrees is not less than 10%, 13% and 16% respectively;
3) when the thickness of the overlying non-liquefied soil meets the following formula: du>d0+db-2, wherein,
du-overburden non-liquefied soil thickness (m);
db-foundation burial depth (m);
d0-a characteristic depth of the liquefied soil;
and when the above conditions are not met, further judging by adopting a standard penetration test judgment method: n is less than Ncr, N is a measured value of the standard penetration hammering number, Ncr is a critical value of the standard penetration hammering number, and the drilling liquefaction index is calculated according to 4.3.5 items of building earthquake resistance design Specification; and (4) dividing the site liquefaction grade according to the liquefaction index into three types of mild, moderate and severe.
In the above anti-liquefaction processing method based on average seismic subsidence and differential seismic subsidence, the specific determination method of the uneven distribution degree of the liquefied soil in the liquefaction site is as follows: when the inclination angle of the field is less than or equal to 10 degrees and the gradient of the liquefied soil layer is less than or equal to 10 degrees, the liquefied soil is uniformly distributed; when the field inclination angle is larger than 10 degrees or the gradient of the liquefied soil layer is larger than 10 degrees, the liquefied soil is unevenly distributed.
In the above anti-liquefaction processing method based on average seismic trapping and differential seismic trapping, the calculation method of the seismic trapping amount and the overall inclination value of the building is as follows: firstly, calculating the seismic subsidence of the liquefied soil at each hole point in the building range according to the following formula:
in the formula, SnThe seismic subsidence of the nth hole point; mu is a correction coefficient; s0Is an empirical coefficient; d1As the liquefaction depth from the surface; d2The depth of the overlying non-liquefied soil layer from the ground; p is the pressure of the standard combination of the seismic action of the base bottom surface with the width of B; drTaking 0.5 when the soil is silt;
then according to the calculated seismic subsidence amount of each hole point, further obtaining the average seismic subsidence S of the building and the maximum difference seismic subsidence delta S at two ends of the building, and calculating the integral inclination T caused by the difference seismic subsidence according to a formula T which is delta S/L; wherein L is the horizontal distance between two ends of the building in the inclined direction.
In the above anti-liquefaction treatment method based on average seismic subsidence and differential seismic subsidence, the anti-liquefaction measures when the liquefied soil in the liquefaction site is unevenly distributed are selected in the following manner: selecting anti-liquefaction measures according to four factors of liquefaction grade of a site, average seismic subsidence S, integral inclination T and seismic fortification category; wherein the average seismic subsidence control threshold value is 15 cm; the integral inclination control threshold value is 0.01 for a multi-storey building and 0.007 for a high-rise building;
in the above anti-liquefaction processing method based on average seismic subsidence and differential seismic subsidence, when the average seismic subsidence S is not greater than the average seismic subsidence control threshold, or the average seismic subsidence S is greater than the average seismic subsidence control threshold and the overall inclination T is not greater than the overall inclination control threshold, the anti-liquefaction measure level is taken to be the same as the anti-seismic standard; and when the average seismic subsidence S is larger than the average seismic subsidence control threshold value and the integral inclination is larger than the integral inclination control threshold value, taking the anti-liquefaction measure level to be one level higher than the anti-seismic standard.
Compared with the prior art, the method has the advantages that the factor of the seismic subsidence caused by the upper load is considered, two control parameters of the average seismic subsidence and the difference seismic subsidence are introduced on the basis of the existing seismic specification, the control threshold value of the control parameters is quantized, the improved anti-liquefaction treatment method is provided, the overall operation selection steps are simple, the anti-liquefaction standard is quantized through calculation of the seismic subsidence amount, compared with the traditional method, the method is more precise and concrete, more economic anti-liquefaction means can be adopted, and the better anti-liquefaction effect is achieved. The invention makes up the defect of uneven distribution of the liquefied soil layer, can be well suitable for uneven liquefaction sites, and has wider application range in engineering design. In conclusion, the invention has the characteristics of wide application range, simple steps and better anti-liquefaction effect.
Detailed Description
The present invention is further illustrated by the following examples, which are not to be construed as limiting the invention.
Examples are given. An anti-liquefaction treatment method based on average seismic subsidence and differential seismic subsidence comprises the following steps:
A. determining the liquefaction grade of the liquefaction site according to a liquefaction index discrimination method;
B. judging the degree of uneven distribution of liquefied soil in the liquefaction site;
when the liquefied soil in the liquefaction site is uniformly distributed, selecting corresponding anti-liquefaction measures;
when the liquefied soil in the liquefaction site is not uniformly distributed, the seismic subsidence amount and the integral inclination value of the building are further calculated, and then anti-liquefaction measures are selected.
In the step A, a specific judgment method of the liquefaction grade of the liquefaction site comprises the following steps: according to the initial judgment of the building earthquake resistance design code, when one of the following three conditions is met, the liquefaction site is judged to be in a non-liquefaction state:
1) the geological generation is the late updating of the fourth era and before, and the saturated soil is judged not to be liquefied when the category is 7 degrees and 8 degrees;
2) when the content of clay particles of the silt with the saturated soil types of 7 degrees, 8 degrees and 9 degrees is not less than 10%, 13% and 16% respectively;
3) when the thickness of the overlying non-liquefied soil meets the following formula: du>d0+db-2, wherein,
du-overburden non-liquefied soil thickness (m);
db-the foundation burial depth (m), taken at 2m when not more than 2 m;
d0-a characteristic depth (m) of the liquefied soil, see table one.
Apparent-specific depth of liquefied soil
| Category of saturated soil | 7 degree | 8 degree | 9 degree |
| Silt | 6 | 7 | 8 |
| Sand soil | 7 | 8 | 9 |
And when the above conditions are not met, further judging by adopting a standard penetration test judgment method: n < Ncr, N is a measured value of the standard penetration hammering number, Ncr is a critical value of the standard penetration hammering number, and the drilling liquefaction index is calculated according to 4.3.5 items of building earthquake resistance design Specification; and (4) dividing the site liquefaction grade according to the liquefaction index into three types of mild, moderate and severe.
The specific judgment method for the uneven distribution degree of the liquefied soil in the liquefaction site comprises the following steps: when the inclination angle of the field is less than or equal to 10 degrees and the gradient of the liquefied soil layer is less than or equal to 10 degrees, the liquefied soil is uniformly distributed; when the field inclination angle is larger than 10 degrees or the gradient of the liquefied soil layer is larger than 10 degrees, the liquefied soil is unevenly distributed.
The calculation method of the seismic subsidence amount and the integral inclination value of the building comprises the following steps: firstly, calculating the seismic subsidence of the liquefied soil at each hole point in the building range according to the following formula:
in the formula, SnThe seismic subsidence amount of the nth hole point is obtained, and the liquefaction layers are overlapped when the liquefaction layers are multilayer; mu is a correction coefficient, and d in the step A is satisfieduWhen the thickness is required, mu is 0; duWhen 0, mu is 1, the intermediate case is determined by interpolation (i.e. mu is determined by duScaling).
S0Taking 0.05, 0.15 and 0.3 at 7, 8 and 9 degrees respectively as empirical coefficients; d1As liquefaction depth (m) from the surface; d2The depth (m) of an overlying non-liquefied soil layer counted from the ground is 0 when the liquefied layer is a bearing layer; p is the pressure (kPa) of the standard combination of seismic action of the base bottom surface with the width B; drThe relative compactness (%) of sandy soil is taken, and 0.5 is taken when the sandy soil is silt; when k is silt, taking 0.3 when the bearing capacity is not more than 80kPa, taking 0.08 when the bearing capacity is not less than 300kPa, and determining the rest according to an interpolation method (namely, k value is converted according to equal proportion of the bearing capacity of the silt); in the case of sandy soil, k is 1.0.
Then according to the calculated seismic subsidence amount of each hole point, further obtaining the average seismic subsidence S of the building and the maximum difference seismic subsidence delta S at two ends of the building, and calculating the integral inclination T caused by the difference seismic subsidence according to a formula T which is delta S/L; wherein L is the horizontal distance between two ends of the building in the inclined direction.
The anti-liquefaction measures when the liquefied soil in the liquefaction site is unevenly distributed are selected in the following modes: selecting anti-liquefaction measures according to four factors of liquefaction grade of a site, average seismic subsidence S, integral inclination T and seismic fortification category; wherein the average seismic subsidence control threshold value is 15 cm; the integral inclination control threshold value is 0.01 for a multi-storey building and 0.007 for a high-rise building;
when the average seismic subsidence S is not more than the average seismic subsidence control threshold value or the average seismic subsidence S is more than the average seismic subsidence control threshold value and the integral inclination T is not more than the integral inclination control threshold value, taking the anti-liquefaction measure grade and the anti-seismic standard; and when the average seismic subsidence S is larger than the average seismic subsidence control threshold value and the integral inclination is larger than the integral inclination control threshold value, taking the anti-liquefaction measure level to be one level higher than the anti-seismic standard. The above anti-liquefaction treatment methods are summarized in Table II.
Epimedium secondary anti-liquefaction treatment method
In the table:
firstly, no measures can be taken;
② represents base and superstructure processing;
thirdly, the representative part eliminates the liquefaction settlement and processes the foundation and the upper structure;
and fourthly, completely eliminating the liquefaction settlement.
Claims (6)
1. An anti-liquefaction processing method based on average seismic subsidence and differential seismic subsidence is characterized by comprising the following steps of:
A. determining the liquefaction grade of the liquefaction site according to a liquefaction index discrimination method;
B. judging the degree of uneven distribution of liquefied soil in the liquefaction site;
when the liquefied soil in the liquefaction site is uniformly distributed, selecting corresponding anti-liquefaction measures;
when the liquefied soil in the liquefaction site is not uniformly distributed, the seismic subsidence amount and the integral inclination value of the building are further calculated, and then anti-liquefaction measures are selected.
2. The anti-liquefaction processing method based on the average seismic trap and the difference seismic trap as claimed in claim 1, wherein in the step A, the specific judgment method of the liquefaction grade of the liquefaction site is as follows: when one of the following three conditions is met, the liquefaction site is judged to be in a non-liquefaction state:
1) the geological generation is the late updating of the fourth era and before, and the saturated soil is judged not to be liquefied when the category is 7 degrees and 8 degrees;
2) when the content of clay particles of the silt with the saturated soil types of 7 degrees, 8 degrees and 9 degrees is not less than 10%, 13% and 16% respectively;
3) when the thickness of the overlying non-liquefied soil meets the following formula: du>d0+db-2, wherein,
du-overburden thickness of non-liquefied soil;
db-foundation burial depth;
d0-a characteristic depth of the liquefied soil;
and when the above conditions are not met, further judging by adopting a standard penetration test judgment method: n is less than Ncr, N is the measured value of the standard penetration hammering number, Ncr is the critical value of the standard penetration hammering number, and the liquefaction index of the drill hole is calculated; and (4) dividing the site liquefaction grade according to the liquefaction index into three types of mild, moderate and severe.
3. The anti-liquefaction processing method based on the average seismic subsidence and the difference seismic subsidence as claimed in claim 1, wherein the specific judgment method for the uneven distribution degree of the liquefied soil in the liquefaction site is as follows: when the inclination angle of the field is less than or equal to 10 degrees and the gradient of the liquefied soil layer is less than or equal to 10 degrees, the liquefied soil is uniformly distributed; when the field inclination angle is larger than 10 degrees or the gradient of the liquefied soil layer is larger than 10 degrees, the liquefied soil is unevenly distributed.
4. The anti-liquefaction processing method based on the average seismic sag and the differential seismic sag of claim 1, wherein the calculation method of the seismic sag amount and the overall inclination value of the building comprises the following steps: firstly, calculating the seismic subsidence of the liquefied soil at each hole point in the building range according to the following formula:
in the formula, SnThe seismic subsidence of the nth hole point; mu is a correction coefficient; s0Is an empirical coefficient; d1As the liquefaction depth from the surface; d2Is composed ofThe depth of the overlying non-liquefied soil layer from the ground; p is the pressure of the standard combination of the seismic action of the base bottom surface with the width of B; drTaking 0.5 when the soil is silt;
then according to the calculated seismic subsidence amount of each hole point, further obtaining the average seismic subsidence S of the building and the maximum difference seismic subsidence delta S at two ends of the building, and calculating the integral inclination T caused by the difference seismic subsidence according to a formula T which is delta S/L; wherein L is the horizontal distance between two ends of the building in the inclined direction.
5. The anti-liquefaction processing method based on the average seismic trap and the differential seismic trap as claimed in claim 1, wherein: the anti-liquefaction measures when the liquefied soil in the liquefaction site is unevenly distributed are selected in the following modes: selecting anti-liquefaction measures according to four factors of liquefaction grade of a site, average seismic subsidence S, integral inclination T and seismic fortification category; wherein the average seismic subsidence control threshold value is 15 cm; the integral inclination control threshold value is 0.01 for a multi-storey building and 0.007 for a high-rise building;
6. the anti-liquefaction processing method based on the average seismic trap and the differential seismic trap as claimed in claim 1, wherein: when the average seismic subsidence S is not more than the average seismic subsidence control threshold value or the average seismic subsidence S is more than the average seismic subsidence control threshold value and the integral inclination T is not more than the integral inclination control threshold value, taking the anti-liquefaction measure grade and the anti-seismic standard; and when the average seismic subsidence S is larger than the average seismic subsidence control threshold value and the integral inclination is larger than the integral inclination control threshold value, taking the anti-liquefaction measure level to be one level higher than the anti-seismic standard.
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Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| AU3762297A (en) * | 1996-08-13 | 1998-03-06 | Tristanagh Pty Ltd | Piling system |
| JP2007170099A (en) * | 2005-12-26 | 2007-07-05 | Takenaka Komuten Co Ltd | Method for preventing differential settlement by reducing liquefaction of existing building foundation |
| CN103628467A (en) * | 2013-12-24 | 2014-03-12 | 山东大学 | Foundation treatment method based on dynamic accurate control on nonuniform settlement |
| CN103758113A (en) * | 2014-01-03 | 2014-04-30 | 中化二建集团有限公司 | Liquefaction resistance foundation stabilization method by grate hooping |
| CN105040632A (en) * | 2015-07-31 | 2015-11-11 | 中国能源建设集团江苏省电力设计院有限公司 | Site anti-liquidation design fine treatment method based on Finn model |
| CN105044776A (en) * | 2015-07-31 | 2015-11-11 | 中国能源建设集团江苏省电力设计院有限公司 | ABAQUS-based soil foundation liquefaction research method |
| CN106401207A (en) * | 2016-10-13 | 2017-02-15 | 浙江杰地建筑设计有限公司 | Superimposed connection structure for additionally arranging column foundation on existing building and construction method of superimposed connection structure |
| CN107169637A (en) * | 2017-04-26 | 2017-09-15 | 中国电建集团西北勘测设计研究院有限公司 | A kind of power station layer of sand soil property liquefaction evaluation method |
| CN108956339A (en) * | 2018-05-02 | 2018-12-07 | 防灾科技学院 | A kind of method of discrimination of weak soil place Loess deposits |
| CN111914419A (en) * | 2020-07-31 | 2020-11-10 | 天津泰勘工程技术咨询有限公司 | Saturated silt standard penetration liquefaction judgment method |
| CN112307544A (en) * | 2020-10-30 | 2021-02-02 | 大连海事大学 | Liquefied soil pile foundation horizontal dynamic response analysis method based on Passternak foundation model |
| TW202122663A (en) * | 2019-12-13 | 2021-06-16 | 陳賜賢 | Structure for preventing structure body from liquefaction capable of effectively dissipating the resistance generated by the buoyancy of the water under the ground surface during insertion of the pipe |
-
2021
- 2021-11-22 CN CN202111385748.4A patent/CN114297742B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| AU3762297A (en) * | 1996-08-13 | 1998-03-06 | Tristanagh Pty Ltd | Piling system |
| JP2007170099A (en) * | 2005-12-26 | 2007-07-05 | Takenaka Komuten Co Ltd | Method for preventing differential settlement by reducing liquefaction of existing building foundation |
| CN103628467A (en) * | 2013-12-24 | 2014-03-12 | 山东大学 | Foundation treatment method based on dynamic accurate control on nonuniform settlement |
| CN103758113A (en) * | 2014-01-03 | 2014-04-30 | 中化二建集团有限公司 | Liquefaction resistance foundation stabilization method by grate hooping |
| CN105040632A (en) * | 2015-07-31 | 2015-11-11 | 中国能源建设集团江苏省电力设计院有限公司 | Site anti-liquidation design fine treatment method based on Finn model |
| CN105044776A (en) * | 2015-07-31 | 2015-11-11 | 中国能源建设集团江苏省电力设计院有限公司 | ABAQUS-based soil foundation liquefaction research method |
| CN106401207A (en) * | 2016-10-13 | 2017-02-15 | 浙江杰地建筑设计有限公司 | Superimposed connection structure for additionally arranging column foundation on existing building and construction method of superimposed connection structure |
| CN107169637A (en) * | 2017-04-26 | 2017-09-15 | 中国电建集团西北勘测设计研究院有限公司 | A kind of power station layer of sand soil property liquefaction evaluation method |
| CN108956339A (en) * | 2018-05-02 | 2018-12-07 | 防灾科技学院 | A kind of method of discrimination of weak soil place Loess deposits |
| TW202122663A (en) * | 2019-12-13 | 2021-06-16 | 陳賜賢 | Structure for preventing structure body from liquefaction capable of effectively dissipating the resistance generated by the buoyancy of the water under the ground surface during insertion of the pipe |
| CN111914419A (en) * | 2020-07-31 | 2020-11-10 | 天津泰勘工程技术咨询有限公司 | Saturated silt standard penetration liquefaction judgment method |
| CN112307544A (en) * | 2020-10-30 | 2021-02-02 | 大连海事大学 | Liquefied soil pile foundation horizontal dynamic response analysis method based on Passternak foundation model |
Non-Patent Citations (3)
| Title |
|---|
| 宋达，郑凯: "地基土液化分析", 四川水泥/地震引起的地基土液化分析, 31 July 2016 (2016-07-31), pages 269 * |
| 常海风;刘丹丹;: "地基液化产生的原因及消除措施", 科技信息, no. 13, 5 May 2010 (2010-05-05), pages 705 * |
| 谢君斐, 石兆吉, 郁寿松, 丰万玲: "液化危害性分析", 地震工程与工程振动/液化危害性分析, 31 August 1988 (1988-08-31), pages 61 - 77 * |
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