CN113722799B - Line load calculation method for applying liquefied soil layer of seismic field to pile foundation - Google Patents
Line load calculation method for applying liquefied soil layer of seismic field to pile foundation Download PDFInfo
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- CN113722799B CN113722799B CN202111018228.XA CN202111018228A CN113722799B CN 113722799 B CN113722799 B CN 113722799B CN 202111018228 A CN202111018228 A CN 202111018228A CN 113722799 B CN113722799 B CN 113722799B
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- 239000002689 soil Substances 0.000 title claims abstract description 62
- 238000004364 calculation method Methods 0.000 title claims abstract description 10
- 239000010410 layer Substances 0.000 claims abstract description 49
- 238000009933 burial Methods 0.000 claims abstract description 18
- 239000011247 coating layer Substances 0.000 claims abstract description 4
- 230000005484 gravity Effects 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 4
- 239000004576 sand Substances 0.000 abstract 1
- 238000004642 transportation engineering Methods 0.000 abstract 1
- 239000004575 stone Substances 0.000 description 4
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
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Abstract
The invention discloses a line load calculation method for applying soil layers of a liquefied earthquake field to pile foundations, which is used for carrying out earthquake liquefaction judgment on the field according to JTS146-2012 'water transport engineering earthquake-proof design Specification', and obtaining the bottom burial depth h of the liquefied soil layer according to the judgment result if the field is judged to be the liquefied field 2 At the same time, the thickness h of the non-liquefaction coating layer on the liquefaction soil layer is obtained 1 The method comprises the steps of carrying out a first treatment on the surface of the Calculating the pressure intensity of the liquefied soil acting on the pile foundation at different burial points of the soil layer of the liquefied field; and calculating the line load of the soil layer of the seismic liquefaction site on the pile foundation. The invention considers the line load of the soil layer of the liquefied site acting on the pile foundation structure when the site sand is liquefied in the earthquake process. The calculation method of the invention guides engineering design to be more reasonable and effective, and fills the blank of the related field.
Description
Technical Field
The invention relates to the fields of marine geological engineering, geotechnical engineering and port engineering, in particular to a line load calculation method for determining that a seismic liquefied soil layer acts on a pile foundation.
Background
When the earthquake liquefaction occurs in the field, the strength of the liquefied soil body is quickly reduced to almost no, the liquefied soil layer can flow, and the flowing liquefied soil layer and the non-liquefied soil layer covered on the flowing liquefied soil layer can generate acting force on the pile foundation. In port pile foundation engineering and bridge engineering, cases of pushing pile foundation structures by using a plurality of seismic liquefied soil layers occur. At present, the specifications at home and abroad have no definite regulation on how to determine the acting force of the liquefied soil layer and the non-liquefied soil layer on the pile.
Disclosure of Invention
The invention aims to solve the technical problem of providing a line load calculation method for acting on pile foundations by a liquefied soil layer of a seismic field, which fills up the blank of the related field.
In order to solve the technical problems, the invention adopts the following technical scheme: a line load calculation method for applying a soil layer of a seismic liquefaction site to pile foundations comprises the following steps:
A. according to JTS146-2012, earthquake liquefaction is carried out on the field, if the field is identified as the liquefaction field, the bottom burial depth h of the liquefaction soil layer is obtained according to the identification result 2 At the same time, the thickness h of the non-liquefaction coating layer on the liquefaction soil layer is obtained 1 ：
B. Calculating the pressure intensity of the liquefied soil on the pile foundation at different burial points of the soil layer of the liquefied field:
wherein: p is the pressure of the liquefied soil acting on the pile foundation, and kPa;
k p is the passive earth pressure coefficient;
gamma' is the effective gravity of soil and kN/m 3 ；
h is the burial depth of the calculated point, m;
h 1 the thickness of the non-liquefaction soil layer is m;
h 2 the burial depth is m which is the burial depth of the bottom of the liquefied soil layer;
C. calculating the line load of the soil layer of the seismic liquefaction site on the pile foundation:
F＝pkD (2)
for square piles, k is 1, and D is the side length of the section of the square pile; taking 0.8 for the circular pile k, and D is the diameter of the circular pile.
The beneficial effects of the invention are as follows: the method for calculating the line load on the pile foundation and the action of the earthquake liquefied soil layer is provided, 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 cross-sectional view of a pile foundation terminal structure for calculating the line load of a liquefied soil layer of a seismic field on a pile foundation by adopting the method of the invention.
FIG. 2 shows a distribution diagram of the action line load of the site liquefied soil on the pile foundation calculated by the method of the invention.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments obtained by those skilled in the art without making any inventive effort are within the scope of the present invention.
The invention relates to a line load calculation method for a soil layer of a seismic liquefaction site to act on pile foundations, which comprises the following steps:
A. according to JTS146-2012, earthquake liquefaction is carried out on the field, if the field is identified as the liquefaction field, the bottom burial depth h of the liquefaction soil layer is obtained according to the identification result 2 At the same time, the thickness h of the non-liquefaction coating layer on the liquefaction soil layer is obtained 1 ：
B. Calculating the pressure intensity of the liquefied soil on the pile foundation at different burial points of the soil layer of the liquefied field:
wherein: p is the pressure of the liquefied soil acting on the pile foundation, and kPa;
k p is the passive earth pressure coefficient;
gamma' is the effective gravity of soil and kN/m 3 ；
h is the burial depth of the calculated point, m;
h 1 the thickness of the non-liquefaction soil layer is m;
h 2 the burial depth is m which is the burial depth of the bottom of the liquefied soil layer;
C. calculating the line load of the soil layer of the seismic liquefaction site on the pile foundation:
F＝pkD (2)
for square piles, k is 1, and D is the side length of the section of the square pile; taking 0.8 for the circular pile k, and D is the diameter of the circular pile.
The following description is made in connection with specific examples:
a pile foundation wharf is 120m long and 15m wide, and the top mark of the wharf is 4.0m high. The pile foundation is divided into 3 structural sections, each structural section is provided with 7 bent frames, the distance between the bent frames is 6m, and the distance between pile foundations in the bent frames is 5.5m. Pile foundation adopts drilling filling pile foundation of diameter 1.2 m. A1:2 bank slope is arranged below the wharf, and a block face protection surface is adopted on the bank slope. A typical structural cross-section is shown in FIG. 1.
The first step, obtaining that the soil layer with the thickness of more than-20 m is a liquefied soil layer from a geological survey report; according to the design, the slope protection surface adopts a block stone slope protection, and the slope protection layer is a non-liquefaction soil layer.
In the second step, the design gradient ratio is 1:2. According to the "engineering for Water works earthquake-proof design Specification (JTS 146-2012)", calculation is performed at clause 5.3.2:
| cosβ | 0.89 |
| β | 0.46 |
| internal friction angle phin | 0.79 |
| θ | 0.10 |
| δ | 0.26 |
| kp＝ | 9.50 |
The available seismic passive earth pressure coefficient is 9.5.
And thirdly, calculating the pressure changing along with the burial depth according to the formula (1) and calculating the action of the non-liquefied soil layer and the load of the pile according to the formula of the circular pile in the formula 2.
The design low water level is 0.2m, so that the facing stone and the facing stone below are below the low water level, and the soil body floating weight is 7kN/m 3 The passive soil pressure on the pile is triangular and uniformly distributed with the following load distribution:
| pile position | Front row piles | Middle pile | Rear row pile |
| Soil layer thickness | 1.25m | 1.25m | 1.81m |
| Action range | -2.45m～-3.7m | -0.103m～-1.147m | 0.95m～-0.86m |
| Soil layer bottom load | 83.125kN/m | 83.125kN/m | 120.365kN/m |
Fourth, according to the formula (1), the liquefaction strength from 20m to the bottom surface of the stone block layer is conserved, the value is 25kPa, and the line load is: f= pkD =25x0.8x1.2=24 kN/m.
When the site liquefaction is obtained from the above, the load of the liquefied soil layer and the upper non-liquefied soil layer on the pile foundation is acted, and the pile foundation load is established at the wharf, and is shown in fig. 2.
In view of the foregoing, the present invention is not limited to the above-described embodiments, and other embodiments can be easily proposed by those skilled in the art within the scope of the technical teaching of the present invention, but such embodiments are included in the scope of the present invention.
Claims (1)
1. A line load calculation method for a soil layer of a seismic liquefaction site to act on pile foundations is characterized by comprising the following steps:
A. according to JTS146-2012, earthquake liquefaction is carried out on the field, if the field is identified as the liquefaction field, the bottom burial depth h of the liquefaction soil layer is obtained according to the identification result 2 At the same time, the thickness h of the non-liquefaction coating layer on the liquefaction soil layer is obtained 1 ：
B. Calculating the pressure intensity of the liquefied soil on the pile foundation at different burial points of the soil layer of the liquefied field:
wherein: p is the pressure of the liquefied soil acting on the pile foundation, and kPa;
k p is the passive earth pressure coefficient;
gamma' is the effective gravity of soil and kN/m 3 ；
h is the burial depth of the calculated point, m;
h 1 the thickness of the non-liquefaction soil layer is m;
h 2 the burial depth is m which is the burial depth of the bottom of the liquefied soil layer;
C. calculating the line load of the soil layer of the seismic liquefaction site on the pile foundation:
F＝pkD (2)
for square piles, k is 1, and D is the side length of the section of the square pile; taking 0.8 for the circular pile k, and D is the diameter of the circular pile.
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010248894A (en) * | 2009-03-27 | 2010-11-04 | Iwao Yanase | Construction method and device for earthquake avoidance sliding foundation |
| CN104462641A (en) * | 2014-10-20 | 2015-03-25 | 唐亮 | Bridge pile foundation anti-earthquake analysis simplified method considering whole soil liquefaction process |
| CN106777648A (en) * | 2016-12-09 | 2017-05-31 | 南京工业大学 | Pile foundation anti-seismic analysis method considering soil liquefaction |
| CN106759083A (en) * | 2016-12-19 | 2017-05-31 | 中交第航务工程勘察设计院有限公司 | Suitable for the form general model method for designing of deep water discharging type sheet pile bulkhead structure |
| CN108363863A (en) * | 2018-02-09 | 2018-08-03 | 中国十七冶集团有限公司 | Piled Embankments consolidation settlement semi-analytical calculation method |
| CN109763484A (en) * | 2019-01-31 | 2019-05-17 | 四川省交通运输厅交通勘察设计研究院 | A kind of H type pile load calculation method |
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- 2021-09-01 CN CN202111018228.XA patent/CN113722799B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010248894A (en) * | 2009-03-27 | 2010-11-04 | Iwao Yanase | Construction method and device for earthquake avoidance sliding foundation |
| CN104462641A (en) * | 2014-10-20 | 2015-03-25 | 唐亮 | Bridge pile foundation anti-earthquake analysis simplified method considering whole soil liquefaction process |
| CN106777648A (en) * | 2016-12-09 | 2017-05-31 | 南京工业大学 | Pile foundation anti-seismic analysis method considering soil liquefaction |
| CN106759083A (en) * | 2016-12-19 | 2017-05-31 | 中交第航务工程勘察设计院有限公司 | Suitable for the form general model method for designing of deep water discharging type sheet pile bulkhead structure |
| CN108363863A (en) * | 2018-02-09 | 2018-08-03 | 中国十七冶集团有限公司 | Piled Embankments consolidation settlement semi-analytical calculation method |
| CN109763484A (en) * | 2019-01-31 | 2019-05-17 | 四川省交通运输厅交通勘察设计研究院 | A kind of H type pile load calculation method |
Non-Patent Citations (2)
| Title |
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| 张良成.建筑力学.中国水利水电出版社,2000,第38-39页. * |
| 熊晓云.土力学计算及工程应用.地质出版社,2016,第130页. * |
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