CN104988933A - Analyzing and determining method for bridge foundation slope stable slope-angle line - Google Patents
Analyzing and determining method for bridge foundation slope stable slope-angle line Download PDFInfo
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Abstract
The invention discloses an analyzing and determining method for a bridge foundation slope stable slope-angle line. On the basis of the inversion of slope rock-soil physics and mechanics parameters, the action width, embedded depth and load effect modes of a foundation are considered, and the specific position of the stable slope-angle line is analyzed, so that arrangement and engineering design demands for the bridge foundation in a steep slope can be met. The method comprises following technical steps: S1, determining a critical slide surface for the slope parameter inversion; S2, working out the comprehensive cohesive force of a slope rock-soil mass through inverse calculation according to a limit equilibrium state; S3, setting the initial position of the stable slope-angle line; S4, recalculating the slope stability under a bridge foundation loading effect according to the obtained cohesive force of the slope rock-soil mass through inversion calculation; S5, determining whether a safety factor is larger than or equal to a designed safety factor; and S6, obtaining the stable slope-angle line through the analysis.
Description
Technical field
The invention belongs to Bridges in Mountainous Areas pile foundation engineering design field, relate to analysis and the decision method of stability of slope slope angle line when a kind of pile foundation is placed on high gradient slope.
Background technology
Railway bridge foundation slope " stablizes slope angle line ", and this concept puts forward by China's " Railway Engineering Geological Survey specification ", this specification 4.2.2 provision points out how to arrange in bank slope location of rising steeply the safety that bridge pier platform is related to engineering in illustrating, carrying out bank stability evaluation is that such location engineering geology adjusts one of emphasis painted.Bank slope location of rising steeply, code requirement Canal in Loess Area adopts abutment to be arranged on below stable slope angle line to ensure engineering safety usually, and bank stability evaluation also should be made in bank slope location of rising steeply, Bed Rock Region, provides foundation for engineering foundation is arranged.But this specification does not make suggestion to the analytical method of abutment load action slope resistance to overturning, and the rise steeply abutment of bank slope of Bed Rock Region is not arranged and proposed full and accurate instruction.Therefore, railroad bridge professional designer particularly pays close attention to the location determination that slope angle line is stablized on abrupt slope.Because the circular of existing specification to stable slope angle line does not all clearly provide, and stablize slope angle provision of on-line analysis methodology in existing document and mostly draw in its natural state according to side slope, do not consider the many factors such as the physical and mechanical parameter inverting of slope ground body and abutment load action, stablize slope angle line analysis reliability not enough, larger difficulty is brought to steep slope region bridge foundation layout and engineering design, serious engineering constraint design schedule, engineering safety also can not get effective guarantee.
Summary of the invention
When stablizing slope angle line position for the determination existed in above-mentioned prior art, Consideration is less, the problems such as applicability is not strong, the invention provides analysis and decision method that a kind of new bridge foundation slope stablizes slope angle line, side slope physical mechanics parameter of rock and soil is being carried out on the basis of inverting, consider basic role width, buried depth and load action pattern, judge the particular location stablizing slope angle line, to adapt to the needs of steep slope region bridge foundation layout and engineering design.
A kind of bridge foundation slope involved in the present invention stablizes analysis and the decision method of slope angle line, and technical step comprises: the original position S3 determine the critical slip surface S1 of slope parameter inverting, stablize slope angle line by state of limit equilibrium inverse slope ground body cohesion S2, setting, the comprehensive cohesion of slope ground body obtained according to inverse recalculate slope stability S4 under abutment load action, judge the stable slope angle line S6 that whether safety factor is more than or equal to design safety factor S5, analysis obtains this bridge foundation slope.
S1: the critical slip surface determining slope parameter inverting
Determine toe and each domatic knick point P1 on side slope section, P2 ..., line between P (n-1) and horizon
between the minimum value of angle
, angle when making limit equilibrium condition parametric inversion between slope sliding face and horizontal plane is
.
S2: by the comprehensive cohesion of state of limit equilibrium inverse slope ground body
In formula:
k s for the buckling safety factor that critical slip surface is corresponding, generally get 1.0 or 1.05;
g p for the weight of slope sliding face above unit width slope ground body;
afor the area of slope sliding face unit width;
for the equivalent friction angle of slope ground body;
f hE for the horizontal seismic force that slope sliding face above unit width slope ground body is subject to.
S3: the original position of slope angle line is stablized in setting
On side slope section, a boost line parallel with bench crest is done downwards from top, slope, boost line and bench crest distance d is in vertical direction equal with abutment floor design buried depth, abutment substrate leading edge is made to be positioned on critical slip surface, the connecting line of abutment substrate trailing edge and toe is set as the original position of stable slope angle line, and the order angle stablized between the original position of slope angle line and horizontal plane is
.
S4: the comprehensive cohesion of slope ground body obtained according to inverse recalculates the slope stability under abutment load action
The buckling safety factor of the original position above scope side slope body of calculation stability slope angle line:
In formula:
g q for the weight of abutment unit width;
hthe lateral force be subject to for the every linear meter(lin.m.) of abutment end face is made a concerted effort;
vthe vertical force be subject to for the every linear meter(lin.m.) of abutment end face is made a concerted effort;
for the Rock And Soil angle of internal friction that abutment bottom surface contacts.
S5: judge whether safety factor is more than or equal to design safety factor
The buckling safety factor of the original position above scope side slope body of more stable slope angle line
kwith design safety factor [
k] between relation.If meet
, then stop calculating; Otherwise, make the angle stablized between the original position of slope angle line and horizontal plane
, repeat the analytic process of S4 and S5.
S6: analyze the stable slope angle line obtaining this bridge foundation slope
Determine to meet
condition after, record angle now
corresponding sliding surface position, this slide plane and the intersection of section are this bridge foundation slope and stablize position corresponding to slope angle line.
The advantage that the present invention has and good effect are:
A kind of bridge foundation slope of the present invention stablizes analysis and the decision method of slope angle line, and the stability characteristic (quality) that can make full use of former natural slope is finally inversed by the cohesion size of side slope body.Because cohesion comprehensive in slope ground mechanics parameter not easily obtains, and different side slope values differs greatly, and therefore adopts the parameter value of the method acquisition of inverting cohesion closer to actual conditions.Invention also contemplates that abutment buried depth and abutment bottom width comprehensively analyze stability of slope slope angle line, more comprehensively, more reasonably consider the geometric properties of abutment itself, analyze the stable slope angle line obtained and can meet bridge professional designer better to the needs determining mountain railway steep slope region bridge pile foundation arrangement.
Accompanying drawing explanation
Fig. 1 is the analytical method schematic flow sheet that bridge foundation slope stablizes slope angle line;
Fig. 2 is the critical slip surface position view of slope parameter inverting;
Fig. 3 is the original position schematic diagram that slope angle line is stablized in setting;
Fig. 4 is the stressed schematic diagram of abutment load action slope body;
Fig. 5 is certain stability of slope slope angle line position schematic diagram that test case analysis obtains.
Description of symbols in figure:
1, Slope upper thread 2, knick point
3, horizon 4, the bench crest of toe is crossed
5,
corresponding boost line
6, angle during limit equilibrium condition parametric inversion
corresponding slope sliding face
7, slope angle line 8, abutment substrate leading edge is stablized
9, abutment substrate trailing edge 10, side slope body
D, abutment floor design buried depth.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, technical scheme of the present invention is described further.Following for determining that high-speed railway somewhere bridge foundation slope stablizes the embodiment of slope angle line position, this embodiment is not only limitation of the present invention for illustration of the present invention.
Embodiment 1
Test in place's intense weathering soft rock side slope in certain high-speed railway somewhere abutment pre-arranged, the equivalent friction angle of slope ground body is 32 °, abutment floor design buried depth d is 2m, abutment bottom width is 3.5m, this Slope upper thread 1 there are three knick points 2, P1, P2 and P3 respectively, line segment
formed the horizon of toe, line segment P3P4 forms the bench crest 4 of this side slope, the weight of abutment unit width
g q for 520kN/m, the lateral force that the every linear meter(lin.m.) of abutment end face is subject to is made a concerted effort
hbe 125 kN/m, the vertical force that the every linear meter(lin.m.) of abutment end face is subject to is made a concerted effort
vbe 345 kN/m, the buckling safety factor that critical slip surface is corresponding
k s be 1.05, design safety factor [
k] get 1.25.
Concrete computational analysis step is as follows:
S1, determine the critical slip surface of slope parameter inverting
Calculate respectively
with
between angle:
Get
, angle when making limit equilibrium condition parametric inversion between slope sliding face and horizontal plane is
Do
corresponding boost line 5, namely
, angle when determining to limit equilibrium conditions parametric inversion
corresponding slope sliding face 6, namely
,
S2, by the comprehensive cohesion of state of limit equilibrium inverse slope ground body
The original position of slope angle line is stablized in S3, setting
Be 2m according to abutment floor design buried depth d, abutment bottom width is 3.5m, pushes up 2m vertically downward and does a boost line parallel with bench crest, make abutment substrate leading edge 8 be positioned at angle from slope
corresponding slope sliding face 6, namely
on, the connecting line of abutment substrate trailing edge 9 and toe
be set as the original position of stable slope angle line 7, now stablize the angle between the original position of slope angle line 7 and horizontal plane
.
S4, the comprehensive cohesion of slope ground body obtained according to inverse recalculate the slope stability under abutment load action
Redefine the weight of the slide plane above unit width slope ground body of side slope body 10 above stable slope angle line 7
g q , the horizontal seismic force that is subject to of slope sliding face above unit width slope ground body
f hE with the area of slope sliding face unit width
a,
a=57m, the Rock And Soil angle of internal friction that abutment bottom surface contacts
,
The buckling safety factor now stablizing side slope body above slope angle line 7 is
S5, judge whether safety factor is more than or equal to design safety factor
The buckling safety factor of the original position above scope side slope body of more stable slope angle line
kwith design safety factor [
k] between relation, stablize the angle between the original position of slope angle line 7 and horizontal plane
time,
, make the angle stablized between the original position of slope angle line and horizontal plane
, repeat the analytic process of S4 and S5.
As calculated, when
time,
, stop calculating.
S6, analyze and obtain the stable slope angle line of this bridge foundation slope
Angle now
corresponding slide plane and the intersection of side slope section
be this bridge foundation slope and stablize position corresponding to slope angle line.
Claims (1)
1. a bridge foundation slope stablizes analysis and the decision method of slope angle line, it is characterized in that, the step of the method comprises: the original position (S3) determine the critical slip surface (S1) of slope parameter inverting, stablize slope angle line by the comprehensive cohesion of state of limit equilibrium inverse slope ground body (S2), setting, the comprehensive cohesion of slope ground body obtained according to inverse recalculate slope stability (S4) under abutment load action, judge the stable slope angle line (S6) that whether safety factor is more than or equal to design safety factor (S5), analysis obtains this bridge foundation slope; Concrete steps are as follows:
S1: the critical slip surface determining slope parameter inverting
Determine toe and each domatic knick point P1 on side slope section, P2 ..., line between P (n-1) and horizon
between the minimum value of angle
, angle when making limit equilibrium condition parametric inversion between slope sliding face and horizontal plane is
;
S2: by the comprehensive cohesion of state of limit equilibrium inverse slope ground body
In formula:
k s for the buckling safety factor that critical slip surface is corresponding, value is 1.0 or 1.05;
g p for the weight of slope sliding face above unit width slope ground body;
afor the area of slope sliding face unit width;
for the equivalent friction angle of slope ground body;
f hE for the horizontal seismic force that slope sliding face above unit width slope ground body is subject to;
S3: the original position of slope angle line is stablized in setting
On side slope section, a boost line parallel with bench crest is done downwards from top, slope, boost line and bench crest distance d is in vertical direction equal with abutment floor design buried depth, abutment substrate leading edge is made to be positioned on critical slip surface, the connecting line of abutment substrate trailing edge and toe is set as the original position of stable slope angle line, and the order angle stablized between the original position of slope angle line and horizontal plane is
;
S4: the comprehensive cohesion of slope ground body obtained according to inverse recalculates the slope stability under abutment load action
The buckling safety factor of the original position above scope side slope body of calculation stability slope angle line:
In formula:
g q for the weight of abutment unit width;
hthe lateral force be subject to for the every linear meter(lin.m.) of abutment end face is made a concerted effort;
vthe vertical force be subject to for the every linear meter(lin.m.) of abutment end face is made a concerted effort;
for the Rock And Soil angle of internal friction that abutment bottom surface contacts;
S5: judge whether safety factor is more than or equal to design safety factor
The buckling safety factor of more stable slope angle line original position above scope side slope body
kwith design safety factor [
k] between relation; If meet
, then stop calculating; Otherwise, make the angle stablized between the original position of slope angle line and horizontal plane
, repeat the analytic process of S4 and S5;
S6: analyze the stable slope angle line obtaining this bridge foundation slope
Determine to meet
condition after, record angle now
corresponding sliding surface position, this slide plane and the intersection of section are this bridge foundation slope and stablize position corresponding to slope angle line.
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Cited By (8)
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| CN106284440A (en) * | 2016-08-11 | 2017-01-04 | 中冶长天国际工程有限责任公司 | A kind of Wall ore back production disturbance slope Convenient stable criterion |
| CN106801422A (en) * | 2017-01-09 | 2017-06-06 | 东北电力大学 | A kind of open-pit slope Structural shape optimization |
| CN106874649A (en) * | 2017-01-09 | 2017-06-20 | 东北电力大学 | A kind of homogeneous slope stability_intensity reduction method INSTABILITY CRITERION |
| CN109255177A (en) * | 2018-09-03 | 2019-01-22 | 西北综合勘察设计研究院 | To the determination method of load action slope stability status |
| CN109614708A (en) * | 2018-12-12 | 2019-04-12 | 青岛理工大学 | Building underlying security distance and the design method of embedded depth of foundation in side slope |
| CN110110371A (en) * | 2019-04-04 | 2019-08-09 | 中国水利水电科学研究院 | Three-dimensional slope safety coefficient based on lower bound limit analysis theorem iteratively solves method |
| WO2020192118A1 (en) * | 2019-03-28 | 2020-10-01 | 青岛理工大学 | Slope sliding area assessment method |
| CN112016044A (en) * | 2020-07-14 | 2020-12-01 | 中国石油天然气集团公司 | Deep sea slope stability analysis method and device |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN106284440A (en) * | 2016-08-11 | 2017-01-04 | 中冶长天国际工程有限责任公司 | A kind of Wall ore back production disturbance slope Convenient stable criterion |
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| CN106874649A (en) * | 2017-01-09 | 2017-06-20 | 东北电力大学 | A kind of homogeneous slope stability_intensity reduction method INSTABILITY CRITERION |
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| CN109614708A (en) * | 2018-12-12 | 2019-04-12 | 青岛理工大学 | Building underlying security distance and the design method of embedded depth of foundation in side slope |
| WO2020192118A1 (en) * | 2019-03-28 | 2020-10-01 | 青岛理工大学 | Slope sliding area assessment method |
| CN110110371A (en) * | 2019-04-04 | 2019-08-09 | 中国水利水电科学研究院 | Three-dimensional slope safety coefficient based on lower bound limit analysis theorem iteratively solves method |
| CN110110371B (en) * | 2019-04-04 | 2021-11-02 | 中国水利水电科学研究院 | Three-dimensional slope safety coefficient iterative solution method based on limit analysis lower limit theorem |
| CN112016044A (en) * | 2020-07-14 | 2020-12-01 | 中国石油天然气集团公司 | Deep sea slope stability analysis method and device |
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Inventor after: Dong Jie Inventor after: Song Xuguo Inventor after: Tian Wanjun Inventor after: Du Baojun Inventor after: Xu Jianqiang Inventor after: Liu Meng Inventor after: Wu Qiang Inventor before: Dong Jie Inventor before: Song Xuguo Inventor before: Tian Wanjun Inventor before: Du Baojun Inventor before: Xu Jianqiang |
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Address after: 300142 No. 10, Hebei District, Tianjin, Zhongshan Road Patentee after: China Railway Design Group Limited Address before: 300142 No. 10, Hebei District, Tianjin, Zhongshan Road Patentee before: China Railway Third Survey and Design Institute Group Ltd. |
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