CN105178336A - Method for determining ultimate bearing capacity of refuse dump with weak foundation base - Google Patents
Method for determining ultimate bearing capacity of refuse dump with weak foundation base Download PDFInfo
- Publication number
- CN105178336A CN105178336A CN201510505477.XA CN201510505477A CN105178336A CN 105178336 A CN105178336 A CN 105178336A CN 201510505477 A CN201510505477 A CN 201510505477A CN 105178336 A CN105178336 A CN 105178336A
- Authority
- CN
- China
- Prior art keywords
- dump
- refuse dump
- height
- bearing capacity
- delta
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Abstract
The invention discloses a method for determining the ultimate bearing capacity of a refuse dump with a weak foundation base. The method comprises the steps that firstly, the ultimate dump height H90 is calculated by means of a Prandtl foundation ultimate bearing capacity formula under the condition that a triangular load on the side face of the refuse dump is not considered; secondly, the functional relationship between the slip moment increment delta M and delta H and the functional relationship between the anti-slip moment delta M' generated by the triangular load on the side face and delta H are determined respectively according to the side slope angle beta, the slope height H90+delta H and the position of a slope line of the refuse dump; thirdly, a slip moment increment delta M-delta H curve and an anti-slip moment delta M'-delta H curve are drawn, and whether the two curves intersect with each other or not is judged; if the two curves intersect with each other, the H90+delta H corresponding to the intersection point is the ultimate dump height when the side slope angle of the refuse dump is beta, a load corresponding to the ultimate dump height is the ultimate bearing capacity of the refuse dump with the weak foundation base; if the two curves do not intersect with each other, the refuse dump has no ultimate dump height. According to the method, the ultimate dump height of the refuse dump is determined according to the bearing capacity angle of the foundation base, and instability of the refuse dump caused by insufficient bearing capacity of the foundation base can be effectively avoided.
Description
Technical field
The invention belongs to strip mining transformation field, particularly the computational methods of a kind of refuse dump base bearing capacity.
Background technology
Weak substrate affects the stable key factor of open-pit mine blast, roused spot, and then bring out refuse dump unstability when refuse dump height reaches a certain threshold under basement weak condition.Pingshou An-tai-bao opening mine, Bao Xile open coal mine, white tone China No. one, mining area, No. two, No. three, No. four open coal mines, prick weak Based Earth Dumps such as breathing out nur open coal mines and occurred the metaboly that tension fissure etc. is larger in bulging, surface while landslide or toe place all occur, serious threat opencut safety, impact continues normal operation.Base bearing capacity deficiency is the internal factor causing weak Based Earth Dump overall collapse, and therefore, weak Based Earth Dump base bearing capacity calculates and seems particularly important.
Your Formula of ultimate bearing capacity of shallow of Prandtl is the classical way calculating bearing capacity in building lot theory, because Computing Principle is simple, application is convenient, often be used to calculate refuse dump substrate ultimate bearing capacity, refuse dump load is regarded as bar shaped uniformly distributed load in computational process, do not consider this characteristic distributions of refuse dump delta load, therefore theoretical also imperfection during application the method calculating refuse dump base bearing capacity.
Summary of the invention
For the deficiencies in the prior art, the present invention improves your Formula of ultimate bearing capacity of shallow of Prandtl, can be used for determining weak Based Earth Dump limit height.
According to refuse dump rendering load characteristic distributions, a kind of concrete steps of defining method of weak Based Earth Dump ultimate bearing capacity are as follows:
Step 1: utilizing your Formula of ultimate bearing capacity of shallow of the Prandtl limit calculated when not considering side, refuse dump delta load to arrange high is H
90.
Step 2: along with the high change of refuse dump slope angle and slope, line of slope position, refuse dump changes, and slope is high is increased to H
90during+△ H, determine slip moment increment △ M respectively
slidingthe resisting moment △ M produced with the functional relation of △ H, side delta load
anti-' with the functional relation of △ H, △ H is that refuse dump height reaches H
90after height gain;
Step 2.1, determine slip moment increment △ M
slidingh is reached with refuse dump height
90after the functional relation of height gain △ H;
Step 2.2, according to refuse dump slope angle β and slope height H
90+ △ H, determines line of slope position, refuse dump;
Step 2.3, according to line of slope position, refuse dump, determine the resisting moment △ M that side delta load produces
anti-' reach H with refuse dump height
90after the functional relation of height gain △ H.
Step 3: draw △ M respectively
sliding-△ H and △ M
anti-'-△ H curve, judge whether two curves intersect, if intersect, then the H corresponding to intersection point
90the limit height that+△ H is refuse dump slope angle when being β, the load that this limit height is corresponding is weak Based Earth Dump ultimate bearing capacity, if without intersection point, then refuse dump does not have limit height.
Advantage of the present invention:
The present invention is based on the distribution characteristics of refuse dump load, your Formula of ultimate bearing capacity of shallow of Prandtl is improved, propose the defining method of weak Based Earth Dump base bearing capacity, compensate for the deficiency to weak Based Earth Dump design and stability study aspect in engineering.The method determines the limit height of weak Based Earth Dump from base bearing capacity angle, effectively can avoid the refuse dump unstability because base bearing capacity deficiency causes.
Accompanying drawing explanation
Fig. 1 is the refuse dump mechanical model based on your Formula of ultimate bearing capacity of shallow of Prandtl;
Fig. 2 is the refuse dump mechanical model of an embodiment of the present invention;
Fig. 3 is △ M under the different situations of an embodiment of the present invention
sliding-△ H and △ M
anti-'-△ H curve, wherein (a) is △ M during β=60 °
sliding-△ H and △ M
anti-'-△ H curve, (b) is △ M during β=45 °
sliding-△ H and △ M
anti-'-△ H curve, (c) is △ M during β=36 °
sliding-△ H and △ M
anti-'-△ H curve, (d) is △ M during β=16 °
sliding-△ H and △ M
anti-'-△ H curve;
Fig. 4 is the flow chart of the weak Based Earth Dump ultimate bearing capacity defining method of an embodiment of the present invention.
Detailed description of the invention
Below in conjunction with accompanying drawing, the specific embodiment of the invention is elaborated.In your Formula of ultimate bearing capacity of shallow of Prandtl, the power acted on ground is considered as uniform vertical load, and when calculating refuse dump base bearing capacity, should considers that side, refuse dump has the triangle vertical load of effect against sliding.From the party in the face of your Formula of ultimate bearing capacity of shallow of Prandtl improves, the refuse dump mechanical model of present embodiment as shown in Figure 2.
Certain open-pit mine blast design slope angle is β=16 °, and substrate is Quaternary system Extra-fine sand, dumps thing severe γ
0=18kPa; Substrate cohesion of soil c=2.1kPa; Internalfrictionangleφ=28.7 ° of the substrate soil body, the foundation width b=6m of the effect of uniform vertical load in the present embodiment.
As shown in Figure 4, the determination method step of the weak Based Earth Dump ultimate bearing capacity of present embodiment is as follows:
Step 1: utilizing your Formula of ultimate bearing capacity of shallow of the Prandtl limit calculated when not considering side, refuse dump delta load to arrange high is H
90, i.e. the limit height of vertical side slope.
H
90＝P
u/γ
0＝37.375/18＝2.076m
Wherein, P
uthe ultimate bearing capacity of substrate under-vertical uniformly distributed load condition, kPa;
Q-base upper portion soil body gravity, kPa;
γ
0-dump thing severe, kN/m
3;
wherein
for the angle of internal friction of the substrate soil body, °;
The cohesive strength of c-substrate soil body, kPa;
B-foundation width, m;
H
90-refuse dump the limit row that calculates when not considering side, refuse dump delta load is high, m;
△ H-refuse dump height reaches H
90after height gain, m;
β-refuse dump slope angle, °.
If now consider H
90the resisting moment M that corresponding side delta load produces
0, then total resisting moment M
anti-be greater than slip moment M
sliding, substrate is in stable state.
Step 2: along with the high change of refuse dump slope angle and slope, line of slope position, refuse dump changes, and slope is high is increased to H
90during+△ H, determine slip moment increment △ M respectively
slidingthe resisting moment △ M produced with the functional relation of △ H, side delta load
anti-' with the functional relation of △ H, △ H is that refuse dump height reaches H
90after height gain.△ M
slidingand linear between △ H, △ M
anti-' and △ H between be power function curve relation (when
time be cubic curve, when
for conic section), the increasing function that the two is all is independent variable with △ H.When refuse dump continues to increase △ H, slip moment increases △ M
sliding, resisting moment increases △ M
anti-, the resisting moment △ M that corresponding side delta load produces
anti-'=△ M
anti-+ M
0, △ M
slidingwith (△ M
anti-+ M
0) equal, namely mean M
anti-with M
slidingreach balance again, refuse dump height is now its limit height.
Step 2.1, determine slip moment increment △ M
slidingh is reached with refuse dump height
90after the functional relation of height gain △ H.
Step 2.2, according to refuse dump slope angle β and the high (H in slope
90+ △ H), compare
determine line of slope position, refuse dump, as shown in the line of slope 3 in Fig. 2 and line of slope 4.
Step 2.3, according to line of slope position, refuse dump, determine the resisting moment △ M that side delta load produces
anti-' reach H with refuse dump height
90after the functional relation of height gain △ H.The position of refuse dump line of slope can affect △ M
anti-' with the functional relation of △ H, therefore △ M
slidingwith △ M
anti-' calculate in two kinds of situation:
When
When
Step 3: draw △ M respectively
sliding-△ H and △ M
anti-'-△ H curve, as shown in Figure 3,1 is △ M
sliding-△ H curve, 2 is △ M
anti-'-△ H curve.Wherein Fig. 3 (a) is the refuse dump substrate △ M when slope angle is 60 °
sliding-△ H curve and △ M
anti-'-△ H curve intersection, intersection point is limit height 2.136m; Fig. 3 (b) provides the refuse dump substrate △ M when slope angle is 45 °
sliding-△ H curve and △ M
anti-'-△ H curve intersection, intersection point is limit height 2.326m; Fig. 3 (c) provides the refuse dump substrate △ M when slope angle is 36 °
sliding-△ H curve and △ M
anti-'-△ H contact of a curve, intersection point is limit height 3.186m; Fig. 3 (d) provides the refuse dump substrate △ M when slope angle is 16 °
sliding-△ H curve and △ M
anti-'-△ H curve is non-intersect, resisting moment is very large, and now refuse dump does not have limit height, △ M
anti-' be far longer than △ M
slidingand infinitely increase along with high the increasing in slope, namely refuse dump can infinitely be arranged high.
Claims (2)
1. a defining method for weak Based Earth Dump ultimate bearing capacity, is characterized in that: comprise the following steps:
Step 1: the limit height utilizing your Formula of ultimate bearing capacity of shallow of Prandtl to calculate when not considering side, refuse dump delta load is H
90;
Step 2: along with the high change of refuse dump slope angle and slope, line of slope position, refuse dump changes, and slope is high is increased to H
90during+△ H, determine slip moment increment △ M respectively
slidingthe resisting moment △ M produced with the functional relation of △ H, side delta load
anti-' with the functional relation of △ H, △ H is that refuse dump height reaches H
90after height gain;
Step 3: draw △ M respectively
sliding-△ H and △ M
anti-'-△ H curve, judge whether two curves intersect, if intersect, then the H corresponding to intersection point
90the limit height that+△ H is refuse dump slope angle when being β, the load that this limit height is corresponding is weak Based Earth Dump ultimate bearing capacity, if without intersection point, then refuse dump does not have limit height.
2. the defining method of a kind of weak Based Earth Dump ultimate bearing capacity according to claim 1, is characterized in that: described step 2 concrete steps are as follows:
Step 2.1, determine slip moment increment △ M
slidingh is reached with refuse dump height
90after the functional relation of height gain △ H;
Step 2.2, according to refuse dump slope angle β and slope height H
90+ Δ H, determines line of slope position, refuse dump;
Step 2.3, according to line of slope position, determine the resisting moment △ M that side delta load produces
anti-' reach H with refuse dump height
90after the functional relation of height gain △ H.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510505477.XA CN105178336B (en) | 2015-08-18 | 2015-08-18 | Method for determining ultimate bearing capacity of refuse dump with weak foundation base |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510505477.XA CN105178336B (en) | 2015-08-18 | 2015-08-18 | Method for determining ultimate bearing capacity of refuse dump with weak foundation base |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105178336A true CN105178336A (en) | 2015-12-23 |
| CN105178336B CN105178336B (en) | 2017-02-01 |
Family
ID=54900725
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510505477.XA Active CN105178336B (en) | 2015-08-18 | 2015-08-18 | Method for determining ultimate bearing capacity of refuse dump with weak foundation base |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105178336B (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105603956A (en) * | 2016-01-25 | 2016-05-25 | 中国十九冶集团有限公司 | Determination method for ultimate bearing capacity of foundation after dynamic compaction |
| CN109145482A (en) * | 2018-09-04 | 2019-01-04 | 辽宁工程技术大学 | A kind of weakness substrate internal dumping supporting and retaining system coal column morphological parameters optimization method |
| CN109271744A (en) * | 2018-10-31 | 2019-01-25 | 辽宁工程技术大学 | A kind of refuse dump base bearing capacity calculation method based on upper-bound limit method |
| CN114091162A (en) * | 2021-11-26 | 2022-02-25 | 内蒙古平西白音华煤业有限公司 | Improved Plante formula-based method for determining bearing capacity of inner soil discharge field substrate |
| CN114757028A (en) * | 2022-04-15 | 2022-07-15 | 辽宁工程技术大学 | Method for determining main sliding direction of side slope containing forward-inclined soft interlayer in open pit coal mine |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007191939A (en) * | 2006-01-20 | 2007-08-02 | Ochiken Kk | Subsidence or settlement/stress analysis method of multilayer substrate using equivalent conversion thickness and equivalent elastic modulus which were generalized |
| CN101929160A (en) * | 2009-06-24 | 2010-12-29 | 鞍钢集团矿业公司 | Method for building impermeable tailings dams with high scattered piles by waste rocks |
| CN103745131A (en) * | 2014-01-27 | 2014-04-23 | 北方工业大学 | Slope stability refined evaluation method |
| JP2014163039A (en) * | 2013-02-21 | 2014-09-08 | Railway Technical Research Institute | Subgrade analyzer, subgrade analysis method, and program |
| CN104200100A (en) * | 2014-09-01 | 2014-12-10 | 重庆大学 | Three-dimensional slope stability prediction method based on sliding displacement analysis |
| CN104732026A (en) * | 2015-03-27 | 2015-06-24 | 张夏林 | Method for designing ore storage yard and earth-disposing site on gold mine |
-
2015
- 2015-08-18 CN CN201510505477.XA patent/CN105178336B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007191939A (en) * | 2006-01-20 | 2007-08-02 | Ochiken Kk | Subsidence or settlement/stress analysis method of multilayer substrate using equivalent conversion thickness and equivalent elastic modulus which were generalized |
| CN101929160A (en) * | 2009-06-24 | 2010-12-29 | 鞍钢集团矿业公司 | Method for building impermeable tailings dams with high scattered piles by waste rocks |
| JP2014163039A (en) * | 2013-02-21 | 2014-09-08 | Railway Technical Research Institute | Subgrade analyzer, subgrade analysis method, and program |
| CN103745131A (en) * | 2014-01-27 | 2014-04-23 | 北方工业大学 | Slope stability refined evaluation method |
| CN104200100A (en) * | 2014-09-01 | 2014-12-10 | 重庆大学 | Three-dimensional slope stability prediction method based on sliding displacement analysis |
| CN104732026A (en) * | 2015-03-27 | 2015-06-24 | 张夏林 | Method for designing ore storage yard and earth-disposing site on gold mine |
Non-Patent Citations (2)
| Title |
|---|
| 翟栋等: "《黄土基底排矸场承载能力与极限排弃量计算》", 《微计算机信息》 * |
| 陈文辉等: "《基于荷载试验模拟置换强夯法加固处理地基的应用研究》", 《工程与试验》 * |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105603956A (en) * | 2016-01-25 | 2016-05-25 | 中国十九冶集团有限公司 | Determination method for ultimate bearing capacity of foundation after dynamic compaction |
| CN109145482A (en) * | 2018-09-04 | 2019-01-04 | 辽宁工程技术大学 | A kind of weakness substrate internal dumping supporting and retaining system coal column morphological parameters optimization method |
| CN109145482B (en) * | 2018-09-04 | 2023-04-07 | 辽宁工程技术大学 | Method for optimizing morphological parameters of supporting and retaining coal pillars in soil dump in soft foundation |
| CN109271744A (en) * | 2018-10-31 | 2019-01-25 | 辽宁工程技术大学 | A kind of refuse dump base bearing capacity calculation method based on upper-bound limit method |
| CN109271744B (en) * | 2018-10-31 | 2022-09-23 | 辽宁工程技术大学 | Dump base bearing capacity calculation method based on limit upper limit method |
| CN114091162A (en) * | 2021-11-26 | 2022-02-25 | 内蒙古平西白音华煤业有限公司 | Improved Plante formula-based method for determining bearing capacity of inner soil discharge field substrate |
| CN114757028A (en) * | 2022-04-15 | 2022-07-15 | 辽宁工程技术大学 | Method for determining main sliding direction of side slope containing forward-inclined soft interlayer in open pit coal mine |
| CN114757028B (en) * | 2022-04-15 | 2023-12-19 | 辽宁工程技术大学 | Method for determining main sliding direction of side slope with forward-leaning weak interlayer in open pit coal mine |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105178336B (en) | 2017-02-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105178336A (en) | Method for determining ultimate bearing capacity of refuse dump with weak foundation base | |
| CN103225509B (en) | Large mining height fully-mechanized mining stope roof plate classification and supporting resistance determination method | |
| CN103452132B (en) | A kind of barricade | |
| CN107609299B (en) | A kind of optimization method of inclined substrate internal dumping side slope form | |
| CN106593524A (en) | Solid filling exploitation earth surface subsidence dynamic prediction method | |
| CN104102767A (en) | Numerical simulation analysis method for influence of adjacent underpinning pile foundation by shield construction | |
| CN104141506B (en) | A kind of strong ore deposit pressure manifests the ore deposit pressure-controlled method of comprehensive extracting and caving face | |
| CN109882179B (en) | Open-air end slope coal-pressing filling mining design method | |
| CN202831000U (en) | Fixed tower crane overall moving mechanism | |
| CN104179187B (en) | A kind of double length combination anti-slid pile | |
| DAI et al. | Numerical simulation of surface movement laws under different unconsolidated layers thickness | |
| Li et al. | Skewed Pressure Characteristics of Equivalent Load in Double-Arch Tunnel. | |
| CN111090829A (en) | Method for determining settlement after slant reinforcement of roadbed by grouting spiral steel pile on existing railway line | |
| CN113128094B (en) | Limited soil mass soil pressure acquisition method considering septal soil width in adjacent underground engineering | |
| CN206941640U (en) | A kind of concrete retaining wall | |
| CN103132487A (en) | Method of reducing horizontal displacement of concrete faced rockfill dam and concrete faced rockfill dam | |
| CN212896322U (en) | Side-root composite load-bearing pile | |
| CN204703176U (en) | Steel concrete open caisson is cheated in hole in soft clay area | |
| CN204401615U (en) | A kind of pile top being applicable to Denudation monadnock landforms tube pile construction | |
| CN112942410A (en) | Unstable slope is administered with rising to one side formula cling compound retaining wall | |
| CN206693248U (en) | A kind of slope retaining structure in interim middle-size and small-size landslide control engineering | |
| CN113158282A (en) | Method for calculating anti-uplift stability of strip-shaped foundation pit | |
| CN207131405U (en) | Deep cheuch cut-and-cover tunnel structure | |
| CN202081429U (en) | Balance weight type retaining wall | |
| CN112434418B (en) | Method for estimating kinetic energy of impact caused by mining |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20200908 Address after: 029299 Zhelimu street, huolingole City, Tongliao City, Inner Mongolia Autonomous Region Patentee after: HUOLINHE OPENCUT COAL INDUSTRY CORPORATION LIMITED OF INNER MONGOLIA Address before: 123000 No. 47 Zhonghua Road, Liaoning, Fuxin Patentee before: LIAONING TECHNICAL University |