CN106049511B - A kind of composite reinforcement method suitable for non-coal open-pit slope landslide control - Google Patents

A kind of composite reinforcement method suitable for non-coal open-pit slope landslide control Download PDF

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CN106049511B
CN106049511B CN201610437144.2A CN201610437144A CN106049511B CN 106049511 B CN106049511 B CN 106049511B CN 201610437144 A CN201610437144 A CN 201610437144A CN 106049511 B CN106049511 B CN 106049511B
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anchor
slope
cable
angle
row
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CN106049511A (en
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代永新
熊齐欢
刁虎
李如忠
赵武鹍
卢敬标
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MAANSHAN Mine Research Institute Co.,Ltd.
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Sinosteel Maanshan Institute of Mining Research Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/20Securing of slopes or inclines
    • E02D17/207Securing of slopes or inclines with means incorporating sheet piles or piles

Abstract

The invention discloses a kind of composite reinforcement method suitable for non-coal open-pit slope landslide control, by 25 row's anchor cables(1), row's anchor pole(2), row's rail pile(5)Through slip mass(10), speculate structural plane(6)And assign into basement rock(11)Drilling in;Rail pile(5)It is laid in side slope bottom sliding surface exit, anchor cable(1)Assign in the middle and upper part of side slope, anchor pole(2)Assign in the bottom of side slope and be located at rail pile(5)With most next row anchor cable(1)Between;Anchor cable(1), anchor pole(2), rail pile(5)Outer anchor end respectively with Vierendeel girder crossbeam(3), Vierendeel girder longeron(4)Right-angled intersection position connection, so as to form the piled anchor beam integration anchoring system of non-coal open-pit slope landslide control.The present invention is using financial cost as object function, design function relational expression and constraints, creates mathematical modeling, obtains the optimal solution in economy, draws the optimal supporting parameter combination of piled anchor beam combination structure.

Description

A kind of composite reinforcement method suitable for non-coal open-pit slope landslide control
Technical field
The present invention relates to a kind of open-pit slope landslide control method, the landslide control especially suitable for bedding rock sloper.
Background technology
The slope project of surface mine is an important step of mine work, due to exploiting inherently to the one of rock mass The artificial destruction of kind, the poised state that stripping operation destroys the primitive stress in slope rock mass is adopted, secondary stress field occurs, Under the influence of secondary stress field and other factorses, slope rock mass is deformed destruction, make rock mass unbalance, cause fracture, side slope Downslide, avalanche, it is scattered, is located in, toppling over and cave in and slide.The geological disaster such as slope instability, induced landslide avalanche, mud-rock flow, Directly restrict and have influence on the safety in production in mine.At present, there is stability of slope in various degree in the open slope for having nearly 40% Sex chromosome mosaicism, slope and land slide caves in turns into the major accident type in mine.
At present, open mine side slope landslide control technology mainly has water drainage, cuts slope off-load, anchor pole (rope) reinforcing, spray anchor Net bank protection, slope vegetation protection, retaining wall, friction pile etc..In many Treatment process, cut slope off-load and cut to stable landslide i.e. economy again Effectual, when side slope is deformed, this method combination water drainage should be used preferentially.And ought not possess slope condition of cutting, anchor pole (rope) reinforces the Skid Resistance Measures as active, has the characteristics of practical, economic, safe, is preferentially adopted in open-pit slope reinforcing With.Single method for reinforcing side slope can lose due effect, such as anchor under opencut frequently blasting vibration, strong Unloading Effect Bar (rope) stress relaxation etc., causes slope reinforcement to fail.The combined system of Vierendeel girder and anchor pole (rope), friction pile can effectively strengthen The integrality of consolidating crack, single anchor pole (rope) actual effect is effectively avoided, and can also greatly improve the shear resistance of sliding surface, quilt It is widely used in landslide control.For example,《Modern Mineral》2 months the 2nd phases in 2013 deliver " prestressed anchor cable frame is in certain ore deposit In the text of application in the slope treatment of mountain " one, using prestressed anchor cable frame reinforcement means, good slope reinforcement effect is achieved Fruit, but not only construction costs is high for reinforced concrete friction pile in the solution pool system, it is larger to landslide disturbance, and work of constructing Skill is complicated.Antiskid rail pile has that disturbance to landslide is smaller, construction safety, using waste and old steel not only economical rationality but also Environmentally friendly feature, gradually reinforced concrete friction pile is replaced in many mine landslide controls.
In most landslide control designs, using limit equilibrium method as theoretical foundation, residual pushing force is tried to achieve, with balance residue For the purpose of sliding power, safety coefficient is allowed the skid resistance of landslide control needs to be tried to achieve, so that it is determined that anchor cable as constraints using specification The quantities of (bar), friction pile.At present, pre-stress anti-slide pile has contemplated that anchor cable and friction pile compatible deformation, but designs meter Calculation method seldom considers the interaction of stake, rope, soil jointly, taps the latent power and has a high potential in economic aspect.In order to ensure reinforcing body It is the validity of overall stress, and the economy of slope treatment, carry out anchor cable (bar) anchoring angle and optimizing, anchor cable (bar) anchoring length Degree, Multi anchorage effect influences and the combination layout optimization Analysis of Policy Making with stake, and proposition is applied to open mine side slope landslide control Stake-anchor-beam optimum organization reinforcement means it is particularly necessary.
The content of the invention
The present invention's is exactly to improve the overall stress of reinforcing body and Optimum Economic benefit, is ensured multiple Under miscellaneous load effect, the effectiveness and reliability that slope and land slide is administered is realized, and a kind of construction costs proposed is cheap, reinforces effect The composite reinforcement method suitable for non-coal open-pit slope landslide control that fruit is good, quick construction, durability are strong.This method includes surplus Calculation selection, anchor cable (bar) anchoring angle and optimizing, anchor cable (bar) anchorage length, Multi anchorage effect and and the rail of remaining sliding force Stake optimum organization arrangement.
To realize the above-mentioned purpose of the present invention, a kind of composite reinforcement suitable for non-coal open-pit slope landslide control of the invention Method uses following technical scheme:
A kind of composite reinforcement method suitable for non-coal open-pit slope landslide control of the invention, the engineering measure taken are: The float stone on the open-pit slope surface to need reinforcement is cleared up, drilling is laid on the open-pit slope to need reinforcement, is answered using pre- Power anchor cable, Anchored frame beam reinforcement measure, described Vierendeel girder are by Vierendeel girder crossbeam, the mutual right-angled intersection group of Vierendeel girder longeron Close and form.The drilling that 2-5 rows anchor cable, row's anchor pole, row's rail pile are passed through slip mass, speculate structural plane and assign into basement rock It is interior and carry out slip casting bonding;Described rail pile is laid in side slope bottom sliding surface exit, and described anchor cable is assigned in side slope Middle and upper part, described anchor pole is assigned to be located between rail pile and most next row anchor cable in the bottom of side slope, anchor pole;Described anchor The right-angled intersection position of rope, anchor pole, the outer anchor end of rail pile respectively with Vierendeel girder crossbeam, Vierendeel girder longeron is connected, so as to be formed Stake-anchor of non-coal open-pit slope landslide control-beam integration anchoring system so that administer region and form a complete stress Body, influence of the complex load effect to reinforcement system can be effectively reduced.
A kind of composite reinforcement method suitable for non-coal open-pit slope landslide control of the invention, carried out using following steps excellent Change Analysis of Policy Making:
1) according to the geological conditions of slope and land slide body, it is determined that speculating occurrence, form and the extension of structural plane, judge Speculate structural plane connectivity;Using connectivity as foundation, using corresponding computational theory, slip mass residual pushing force is calculated, it is determined that The safety coefficient F that specification allowsSTotal skid resistance F of lower balance residual pushing forceIt is anti-
If speculating structural plane insertion, the upper bound theorem computational stability coefficient in plasticity Limit Analysis and institute are chosen Need total skid resistance FIt is anti-;If speculating, structural plane is non-penetrating, nonlinear mutation theory is chosen, from the total potential energy computational stability of system Coefficient and required total skid resistance FIt is anti-
2) slope and land slide body, the Rock And Soil character of basement rock, anchoring system stress characteristic and execution conditions are considered, can with safety Lean on, it is economical and practical and construction it is ageing be guideline, using anchor cable, anchor pole, Vierendeel girder crossbeam, Vierendeel girder longeron, rail Stake provides total skid resistance FIt is anti-, according to Reinforcement scope, select piles with different-anchor-beam combining form, quantities needed for calculating.
3) consider each influence factor of anchoring effect, carry out sensitivity analysis, determine the stronger influence of sensitiveness because Element.
The influence factor of the anchoring effect includes:Anchorage cable anchoring angle θAnchor, anchorage cable anchoring length LAnchor, anchor cable space DBetween, anchor Rope array pitch DRow, rail pile anchorage angle θSteel, rail pile length LSteel, rock-bolt length LAnchor, anchor pole angle, rail pile and anchor pole array pitch.
4) under piles with different-anchor-beam combining form, anchorage cable anchoring angle θAnchor, anchorage cable anchoring length LAnchor, anchor cable space DBetween, anchor Rope array pitch DRow, rail pile length LSteel, anchor pole angle, θAnchorOptimal decision-making analysis is carried out, to meet stability to require, economy is most Excellent is target, design function relational expression and constraints.
If decision variable integrates as X, by variable X1, X2…XNComposition, F (X1, X2…XN) it is object function, described target letter Number is financial cost function, using economic optimum as target, founding mathematical models:
In formula:S.t.-constraints;
FIt is anti-- total skid resistance, KN;FSThe safety coefficient that-specification allows;FIt is remaining- landslide thrust-drag margin, KN.
θAnchor- anchorage cable anchoring angle, °;Its restriction range maximum anchor force angle φ-α and economic optimum angle π/4+ φ/ Between 2- α, wherein:φ is supposition structural plane internal friction angle, °;α is supposition structural plane inclination angle, °;
LAnchor- anchorage cable anchoring length, m;Its restriction range is in numerical simulation of optimum length L1(m) with designing computational length L2 (m) between;
DBetween- anchor cable spacing, m;It takes the disturbance radius D that anchor cable acts on1(m), group's anchor reinforces grouted part Stress superposition Reasonable space D2(m), numerical simulation of optimum design space D3(m) the maximum;
DRow- anchor cable array pitch, m;Its restriction range reinforces the reasonable space D of grouted part Stress superposition in group's anchor2(m) with Treatment range space allows to design space D4(m) between;
θSteel- rail pile anchorage angle (9), °;Rail pile (5) is the basis of Vierendeel girder longeron (4), considers its function and stress Feature, its restriction range is between 0 ° of angle and pi/2-α angles;
LSteel- rail pile length, m;Its restriction range is in side slope surface to supposition structural plane (6) distance L3(m) set with calculating Count length L4(m) between.
5) according to above-mentioned mathematical modeling, relative program is worked out using MATLAB, " optimal solution " obtained, draws the present invention one Composite reinforcement method optimal supporting parameter combination of the kind suitable for non-coal open-pit slope landslide control.
According to the height of each bench slope of opencut, the row of described anchor cable is advisable with 3-4 rows, is mostly 4 rows.
According to above-mentioned steps, a kind of composite reinforcement method suitable for non-coal open-pit slope landslide control of the invention, can obtain Go out between stake-anchor-beam combination structure stream line anchorage length, anchorage cable anchoring angle, anchor cable, array pitch and rail pile length, anchorage angle The supporting parameters such as degree.
After a kind of composite reinforcement method suitable for non-coal open-pit slope landslide control of the invention uses above technical scheme, With advantages below:
(1) by introducing rail pile, the shearing strength of sliding surface is enhanced, prevents the falling tendency of slip mass, effectively Protect and be not totally disrupted along layer structure plane, remain the self-stable ability of rock mass, while rail pile also improves slip mass Tackle the bearing capacity of extraneous Complicated Loads;By the use of anchor pole, anchor cable, the stress state at potential sliding surface is changed, is increased The strong skid resistance of rock mass;Vierendeel girder connects all anchor cables, anchor pole, rail pile so that administers region and forms one Complete beaer, when gliding mass produces downward sliding trend, anchor pole, anchor cable and friction pile can enter working condition simultaneously, can Effectively to weaken the threat that complex load zone of action is come, indivedual anchor cables, anchor pole are avoided because Loose invalidation and reinforcement system resist The failure cut the decline of intensity and cause slope reinforcement to be administered.
(2) to speculate structural plane connectivity as foundation, the method for choosing computational stability coefficient and required total skid resistance, adopt With the reinforcing mode of stake-anchor-beam combination structure, with anchorage cable anchoring angle, anchorage cable anchoring length, anchor cable spacing, anchor cable array pitch rail Stake anchorage angle, rail pile length are decision variable, using financial cost as object function, design function relational expression and constraint bar Part, mathematical modeling is created, obtains the optimal solution in economy, draw the optimal supporting parameter combination of stake-anchor-beam combination structure.
Brief description of the drawings
Fig. 1 is a kind of composite reinforcement method reinforcement system section suitable for non-coal open-pit slope landslide control of the invention Figure;
Fig. 2 is a kind of composite reinforcement method reinforcement system facade suitable for non-coal open-pit slope landslide control of the invention Figure;
Fig. 3 is the rail pile sectional schematic diagram that the present invention uses.
Reference is:1- anchor cables;2- anchor poles;3- Vierendeel girder crossbeams;4- Vierendeel girder longerons;5- rail piles;6- speculates knot Structure face;7- anchorage cable anchorings angle θAnchor;8- speculates structural plane inclination alpha;9- rail pile anchorage angles θSteel;10- slip masses;11- basement rock;LAnchor- Anchorage cable anchoring length;DBetween- anchor cable spacing;DRow- anchor cable array pitch;LSteel- rail pile length.
Embodiment
To further describe the present invention, non-coal open-pit slope is suitable to one kind of the invention with reference to the accompanying drawings and examples The composite reinforcement method of landslide control is described in further details.
A kind of composite reinforcement method reinforcement system suitable for non-coal open-pit slope landslide control of the invention as shown in Figure 1 Profile simultaneously finds out that a kind of composite reinforcement method suitable for non-coal open-pit slope landslide control of the invention is first with reference to Fig. 2, Fig. 3 The float stone on the open-pit slope surface to need reinforcement is cleared up, drilling is then laid on the open-pit slope to need reinforcement, is used Prestress anchorage cable, Anchored frame beam reinforcement measure, described Vierendeel girder are by Vierendeel girder crossbeam 3,4 mutual cross of Vierendeel girder longeron Combined crosswise is formed.The side slope shoulder height reinforced as needed, 3-4 is arranged into anchor cable 1, row's anchor pole 2, row's rail pile 5 and worn The drilling for cross slip mass 10, speculating structural plane 6 and assign into basement rock 11 is interior and carries out slip casting bonding;Described row's rail pile 5 It is laid in side slope bottom sliding surface exit, the basis as Vierendeel girder longeron 4;Described 3-4 row's anchor cables 1 are assigned in side slope Top, described row's anchor pole 2 is assigned to be located between rail pile 5 and most next row anchor cable 1 in the bottom of side slope, anchor pole 2;It is described Right-angled intersection position respectively with Vierendeel girder crossbeam 3, Vierendeel girder longeron 4 of anchor cable 1, anchor pole 2, the outer anchor end of rail pile 5 be connected, So as to form stake-anchor of non-coal open-pit slope landslide control-beam integration anchoring system.Anchorage cable anchoring angle (θAnchor) 7, anchor cable Gu length LAnchor, anchor cable space DBetween, anchor cable array pitch DRowDetermined by calculating;Rail pile anchorage angle (θSteel) 9, rail pile length LSteelBy calculating It is determined that.
In Specific construction application process, anchor pole 2 and rail pile 5 carry out full length fastening, and anchor cable 1 is to through speculating structural plane 6 parts for entering 11 sections of basement rock carry out slip casting bonding, and after injecting cement paste intensity stabilization, prestressed stretch-draw is carried out to anchor cable 1;Rail Stake 5 is laid in improvement sections bottom, the basis as Vierendeel girder longeron 4;The outer anchor end of anchor cable 1, anchor pole 2, rail pile 5 is by Vierendeel girder Crossbeam 3, Vierendeel girder longeron 4 are attached, so as to form stake-anchor-beam reinforcement system of slope and land slide improvement.
A kind of composite reinforcement method suitable for non-coal open-pit slope landslide control of the invention, is specifically entered using following steps Row Optimal Decision-making is analyzed:
1) according to the geological conditions of slope and land slide body 10, it is determined that speculate occurrence, form and the extension of structural plane 6, Judge to speculate the connectivity of structural plane 6;Using connectivity as foundation, using corresponding computational theory, slip mass residual pushing force is calculated, Determine the safety coefficient F that specification allowsSTotal skid resistance F of lower balance residual pushing forceIt is anti-
If speculate structural plane 6 penetrate, choose plasticity Limit Analysis in upper bound theorem computational stability coefficient and Required total skid resistance FIt is anti-;If speculating, structural plane 6 is non-penetrating, chooses nonlinear mutation theory and calculates stabilization from the total potential energy of system Property coefficient and required total skid resistance F resist.
2) slope and land slide body 10, the Rock And Soil character of basement rock 11, anchoring system stress characteristic and execution conditions are considered, with peace Ageing complete reliable, economical and practical and construction is guideline, is indulged using anchor cable 1, anchor pole 2, Vierendeel girder crossbeam 3, Vierendeel girder Beam 4, rail pile 5 provide total skid resistance FIt is anti-, according to Reinforcement scope, piles with different-anchor-beam combining form is selected, needed for calculating Quantities;
3) consider each influence factor of anchoring effect, and carry out sensitivity analysis, determine the stronger influence of sensitiveness Factor;
The influence factor of the anchoring effect includes:Anchorage cable anchoring angle (θAnchor) 7, anchorage cable anchoring length LAnchor, anchor cable space DBetween、 Anchor cable array pitch DRow, rail pile anchorage angle (θSteel) 9, rail pile length LSteel, rock-bolt length LAnchor, anchor pole angle, rail pile and anchor pole arrange Away from.Generally, the distance between the array pitch between anchor pole 2 and most next row anchor cable 1, rail pile 5 and anchor pole 2 are arranged with anchor cable Away from DRowIt is equal.
4) under piles with different-anchor-beam combining form, anchorage cable anchoring angle (θAnchor) 7, anchorage cable anchoring length LAnchor, anchor cable space DBetween、 Anchor cable array pitch DRow, rail pile length LSteel, anchor pole angle carry out optimal decision-making analysis, to meet stability to require, economy is most Excellent is target, design function relational expression and constraints;
If decision variable integrates as X, by variable X1, X2…XNComposition, F (X1, X2…XN) it is object function, described target letter Number is financial cost function, using economic optimum as target, founding mathematical models:
In formula:S.t.-constraints;
FIt is anti-- total skid resistance, KN;FSThe safety coefficient that-specification allows;FIt is remaining- landslide thrust-drag margin, KN.
θAnchor- anchorage cable anchoring angle 7, °;Its restriction range maximum anchor force angle φ-α and economic optimum angle π/4+ φ/ Between 2- α, wherein:φ is the supposition internal friction angle of structural plane 6, °;α is supposition structural plane inclination angle 8, °;
LAnchor- anchorage cable anchoring length, m;Its restriction range is in numerical simulation of optimum length L1(m) with designing computational length L2 (m) between;
DBetween- anchor cable spacing, m;It takes the disturbance radius D that anchor cable acts on1(m), group's anchor reinforces grouted part Stress superposition Reasonable space D2(m), numerical simulation of optimum design space D3(m) the maximum;
DRow- anchor cable array pitch, m;Its restriction range reinforces the reasonable space D of grouted part Stress superposition in group's anchor2(m) with Treatment range space allows to design space D4(m) between;
θSteel- rail pile anchorage angle 9, °;Rail pile 5 is the basis of Vierendeel girder longeron 4, considers its function and stress characteristic, Its restriction range is between 0 ° of angle and pi/2-α angles;
LSteel- rail pile length, m;Its restriction range is in side slope surface to the supposition distance L of structural plane 63(m) designed with calculating Length L4(m) between.
4) according to above-mentioned mathematical modeling, relative program is worked out using MATLAB, " optimal solution " obtained, draws the present invention one Stake-anchor-beam optimum organization reinforcement means optimal supporting parameter combination of the kind suitable for open-pit slope landslide control.

Claims (4)

1. a kind of composite reinforcement method suitable for non-coal open-pit slope landslide control, clear up the open-pit slope table to need reinforcement The float stone in face, drilling is laid on the open-pit slope to need reinforcement, using prestress anchorage cable, Anchored frame beam reinforcement measure, Described Vierendeel girder is to combine composition by Vierendeel girder crossbeam (3), Vierendeel girder longeron (4) mutually right-angled intersection, it is characterised in that:Will 2-5 row's anchor cables (1), row's anchor pole (2), row's rail pile (5) through slip mass (10), supposition structural plane (6) and assign into base The drilling of rock (11) is interior and carries out slip casting bonding;Described rail pile (5) is laid in side slope bottom sliding surface exit, described anchor Rope (1) is assigned in the middle and upper part of side slope, and described anchor pole (2) is assigned in the bottom of side slope, anchor pole (2) be located at rail pile (5) with Between most next row anchor cable (1);Described anchor cable (1), anchor pole (2), rail pile (5) outer anchor end respectively with Vierendeel girder crossbeam (3), the right-angled intersection position connection of Vierendeel girder longeron (4), so as to form stake-anchor-beam of non-coal open-pit slope landslide control Integrated anchoring system.
2. a kind of composite reinforcement method suitable for non-coal open-pit slope landslide control as claimed in claim 1, its feature exist Analysis of Policy Making is optimized in using following steps:
1) according to the geological conditions of slope and land slide body (10), it is determined that speculate occurrence, form and the extension of structural plane (6), Judge to speculate structural plane (6) connectivity;Using connectivity as foundation, using corresponding computational theory, the remaining downslide of slip mass is calculated Power, determine the safety coefficient F that specification allowsSTotal skid resistance F of lower balance residual pushing forceIt is anti-
2) slope and land slide body (10), the Rock And Soil character of basement rock (11), anchoring system stress characteristic and execution conditions are considered, with peace Ageing complete reliable, economical and practical and construction is guideline, using anchor cable (1), anchor pole (2), Vierendeel girder crossbeam (3), frame Set a roof beam in place longeron (4), the total skid resistance F of rail pile (5) offerIt is anti-, according to Reinforcement scope, select piles with different-anchor-beam combination shape Formula, quantities needed for calculating;
3) consider each influence factor of anchoring effect, and carry out sensitivity analysis, determine the stronger influence factor of sensitiveness;
The influence factor of the anchoring effect includes:Anchorage cable anchoring angle θAnchor(7), anchorage cable anchoring length LAnchor, anchor cable space DBetween, anchor Rope array pitch DRow, rail pile anchorage angle θSteel(9), rail pile length LSteel, rock-bolt length LAnchor, anchor pole angle, rail pile and anchor pole array pitch;
4) under piles with different-anchor-beam combining form, anchorage cable anchoring angle θAnchor(7), anchorage cable anchoring length LAnchor, anchor cable space DBetween, anchor cable Array pitch DRow, rail pile length LSteel, anchor pole angle carry out optimal decision-making analysis, to meet stability to require, economic optimum is Target, design function relational expression and constraints;
If decision variable integrates as X, by variable X1, X2…XNComposition, F (X1, X2…XN) it is object function, described object function is Financial cost function, using economic optimum as target, founding mathematical models:
In formula:S.t.-constraints;
FIt is anti-- total skid resistance, KN;FSThe safety coefficient that-specification allows;FIt is remaining- landslide thrust-drag margin, KN;
θAnchor- anchorage cable anchoring angle (7), °;Its restriction range is in maximum anchor force angle φ-α and economic optimum angle π/4+ φ/2- Between α, wherein:φ is supposition structural plane (6) internal friction angle, °;α is supposition structural plane inclination angle (8), °;
LAnchor- anchorage cable anchoring length, m;Its restriction range is in numerical simulation of optimum length L1(m) with designing computational length L2(m) it Between;
DBetween- anchor cable spacing, m;It takes the disturbance radius D that anchor cable acts on1(m), group's anchor reinforces the reasonable of grouted part Stress superposition Space D2(m), numerical simulation of optimum design space D3(m) the maximum;
DRow- anchor cable array pitch, m;Its restriction range reinforces the reasonable space D of grouted part Stress superposition in group's anchor2(m) with administering model Confining space allows to design space D4(m) between;
θSteel- rail pile anchorage angle (9), °;Rail pile (5) is the basis of Vierendeel girder longeron (4), considers that its function and stress are special Sign, its restriction range is between 0 ° of angle and pi/2-α angles;
LSteel- rail pile length, m;Its restriction range is in side slope surface to supposition structural plane (6) distance L3(m) with calculating design length Spend L4(m) between;
4) according to above-mentioned mathematical modeling, relative program is worked out using MATLAB, " optimal solution " obtained, is drawn of the invention a kind of suitable The optimal supporting parameter combination of stake-anchor-beam optimum organization reinforcement means for open-pit slope landslide control.
3. a kind of composite reinforcement method suitable for non-coal open-pit slope landslide control as claimed in claim 2, its feature exist In:Structural plane (6) is speculated if insertion, chooses the upper bound theorem computational stability coefficient and required in plasticity Limit Analysis Total skid resistance FIt is anti-;Structural plane (6) is speculated if non-penetrating, chooses nonlinear mutation theory from the total potential energy computational stability of system Coefficient and required total skid resistance FIt is anti-
4. a kind of composite reinforcement method suitable for non-coal open-pit slope landslide control as described in claim 1,2 or 3, it is special Sign is:The row of described anchor cable (1) is arranged for 3-4.
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CN106844927B (en) * 2017-01-13 2020-07-24 青岛理工大学 Method for measuring anchoring optimization parameters of rock slope with double slip planes
CN109882178B (en) * 2019-04-08 2021-06-29 中钢集团马鞍山矿山研究总院股份有限公司 Strip mine sectional drainage method

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CN102493448A (en) * 2011-11-30 2012-06-13 中铁西北科学研究院有限公司 Assembling anchor rod or anchor cable frame
CN202416328U (en) * 2011-12-20 2012-09-05 中铁第四勘察设计院集团有限公司 Green protective structure for side slope anchor cable wall

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Publication number Priority date Publication date Assignee Title
JP2004324176A (en) * 2003-04-23 2004-11-18 Akitoshi Mochizuki High-performance rock bolt working method, and grating cribs formed by the method
CN201433396Y (en) * 2009-06-07 2010-03-31 中铁西北科学研究院有限公司 Anchor cable steel rail pile wall
CN102493448A (en) * 2011-11-30 2012-06-13 中铁西北科学研究院有限公司 Assembling anchor rod or anchor cable frame
CN202416328U (en) * 2011-12-20 2012-09-05 中铁第四勘察设计院集团有限公司 Green protective structure for side slope anchor cable wall

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