CN101814104A - Method for designing anchoring hole structure for reinforcing rock slope - Google Patents
Method for designing anchoring hole structure for reinforcing rock slope Download PDFInfo
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- CN101814104A CN101814104A CN 201010143017 CN201010143017A CN101814104A CN 101814104 A CN101814104 A CN 101814104A CN 201010143017 CN201010143017 CN 201010143017 CN 201010143017 A CN201010143017 A CN 201010143017A CN 101814104 A CN101814104 A CN 101814104A
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Abstract
The invention discloses a method for designing an anchoring hole structure for reinforcing a rock slope, which comprises the following steps of: firstly, initially sketching parameters including the position, the length, the cross section shape and the like of an anchoring hole; secondly, simplifying the anchoring hole into a beam element to establish a finite element model for reinforcing the slope; thirdly, calculating internal force of the anchoring hole by using the finite element model; and finally, designing reinforcing bars of the anchoring hole and optimizing design parameters according to the internal force calculation result and a concrete member design theory. The method has the advantages of clear concept, high calculation accuracy and the like, facilitates the good design of the anchoring hole structure of an engineering technical personnel.
Description
Technical field
The present invention relates to the slope reinforcement designing technique, particularly a kind of method for designing anchoring hole structure of reinforcing rock side slope.
Background technology
Anchor caverns is a kind of engineering structure hard, more complete rock side slope that is used to reinforce.Anchor caverns is used comparatively extensive in the improvement of the large-scale deep-level landslide of weak structural plane control, and especially in the slope reinforcement engineering of Hydraulic and Hydro-Power Engineering, Ru Hongjia crosses No. 2 gliding masses in power station, power station, Da Gang mountain right bank side slope etc.The axially general parallel sliding direction in anchor caverns hole, level or inclination slightly to the inside.Arrange stressed main reinforcement (or shaped steel, steel pipe) along the hole direction of principal axis in the anchor caverns, in the hole in concrete casting completely, the effect of the main tension power of main reinforcement.Anchor caverns mainly relies on the acting in conjunction with rock mass, and Thrust of Landslide is delivered to good ground, utilizes the anchorage effect of good ground and passive drag to come the balance Thrust of Landslide, and the stability of side slope is improved.
At present, the design theory of anchor caverns and computing method do not have to form comparatively unified understanding, do not propose the corresponding calculated regulation in the side slope design specifications." water power hydraulic engineering side slope design specifications (DL/T5353-2006) " has following regulation about the design of anchor caverns:
(1) anchor caverns should be used for the steep position of the hard complete side slope sliding surface of rock mass, and the hole direction of principal axis should be parallel with the glide direction of gliding mass.Bad for avoiding under the gliding mass effect tension to break, should be arranged in the slope, tilt, its axis is tried one's best and the sliding surface quadrature.Anchor caverns that form for transformation such as utilizing existing exploration adit, a construction hole or that be used in combination with scupper etc. should be as one of reinforcement measure, with other reinforcement measure fellowship antiskid stability Calculation.
(2) anchor caverns all should adjust that side slope is coiled on the body of hole or the lower wall rock soil mass in along secondary sliding surface and along concrete and rock soil mass shear slip at the interface may.
(3) the anchor caverns design section should calculate in conjunction with stability of slope and determine that its backfill reinforced concrete calculates the relevant regulations that should satisfy " DL/T5057 ".
(4) anchor caverns must be carried out rockfill grouting to crown, can carry out consolidation grouting to hole week in case of necessity.
At present, the design of anchor caverns is generally determined anchor caverns position and size by engineering analog method, aspects such as its Load value, internal force calculating do not have the design and calculation method of maturation, system.
The imperfection of anchor caverns design theory and computing method reduces the rationality of design proposal, even is difficult to reach the antiskid effect, still comes down on January 7th, 1989 after adopting anchor caverns to reinforce as left bank, Man Wan power station side slope, and volume reaches 10.6 ten thousand m
313 anchor caverns that completed are all destroyed, and wherein 6 holes are the oblique section tensile failures of approximate parallel slip-crack surface, large eccentric tension are arranged and with the shear compression failure feature, the normal section tensile failure that 7 holes are arranged is the vertical hole axis has total cross-section small eccentricity tension feature.
Therefore, exist many problems to need to be resolved hurrily in the current anchor caverns design process, as:
(1) the anchor caverns imposed load is difficult to determine, when especially side slope adopts multiple reinforcing form or anchor caverns layered arrangement, acts on Thrust of Landslide on the anchor caverns and distributional pattern thereof etc. and all is difficult to accurate calculating;
(2) lack mechanical concept anchor caverns computation model clearly.The computing method of at present close with anchor caverns mechanism of action friction pile mainly contain semi-girder and foundation coefficient method etc., and the result of calculation that load and calculating parameter change these class methods influences greatly, is difficult to satisfy the anchor caverns designing requirement.
Summary of the invention
Purpose of the present invention is exactly the anchor caverns method for designing that a kind of reinforcing rock slope is provided at the situation of above-mentioned prior art, comparatively comprehensively reflect the anchor caverns stress characteristic, the distributional pattern of more convenient acquisition anchor caverns moment of flexure, shearing and axle power, the accurate efficient design of realization anchor caverns.
Technical scheme of the present invention is carried out following steps successively:
(1) tentatively draft the anchor caverns parameter:
According to the origin cause of formation, character, scope and the steady state (SS) of slope slide, tentatively draft the parameter that includes position, length, section configuration isolith matter sliding mass anchor caverns by engineering analog method;
(2) set up the finite element model of anchor caverns reinforcing side slope:
Set up the finite element model of rock side slope according to engineering geological data, and anchor caverns is reduced to beam element, sliding surface is reduced to solid element.
(3) computational analysis anchor caverns internal force:
Calculate distortion and the internal force that obtains anchor caverns and draw shear diagram and moment curve in view of the above by finite element model, calculate maximum shear, moment of flexure, axle power and position thereof;
(4) design anchor caverns arrangement of reinforcement:
According to reinforced concrete member design specifications and anchor caverns internal force result of calculation the anchor caverns arrangement of reinforcement is designed;
(5) optimize the anchor caverns design parameter:
Slope stability according to relevant side slope design specifications regulation requires and the Technological Economy principle of optimality, and the anchor caverns design parameter is optimized analysis, proposes to satisfy anchor caverns length, height and the arrangement of reinforcement parameter of stability of slope.
In design, when utilizing above-mentioned finite element model that anchor caverns is carried out Structure Calculation: anchor caverns can be reduced to the timoshenko beam unit, and itself and rock soil mass unit eutectic point; Beam element adopts the linear elasticity material model, and material parameter obtains by the equivalence of anchor caverns bendind rigidity.
Characteristics of the present invention are, based on the finite element analysis theory, anchor caverns are reduced to beam element, carry out anchor caverns internal force and calculate, and carry out the arrangement of reinforcement design of anchor caverns and the optimization of design parameter according to internal force result of calculation.This method has that notion is distinct, the computational accuracy advantages of higher, makes things convenient for engineering technical personnel that the anchor caverns structure is carried out well-designed.
Description of drawings
Accompanying drawing 1 is simplified the finite element model synoptic diagram for reinforcing side slope;
Accompanying drawing 2 is an anchor caverns primary design parameter synoptic diagram;
Accompanying drawing 3 is the anchor caverns moment curve;
Accompanying drawing 4 is the anchor caverns shear diagram;
Accompanying drawing 5 is the anchor caverns arrangement of reinforcement;
In the accompanying drawing: 1-beam element, the sliding band of 2-master, 3-structural plane, 4-rock mass materials interphase, 5-side slope model, 6-shearing resistance hole.The 7-anchor caverns, the 8-inclined shaft.
Embodiment
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is further introduced.
(1) tentatively draft the anchor caverns parameter:
According to the origin cause of formation, character, scope and the steady state (SS) of slope slide, tentatively draft parameters such as the anchor caverns position that reinforces gliding mass, length, section configuration by engineering analog method; According to regulation and stipulation: bad for avoiding under the gliding mass effect tension to break, should be arranged in the slope, tilt, its axis is tried one's best and the sliding surface quadrature; Anchor caverns should have enough build-in length in rock mass stability, generally be not less than footpath, 2 times of holes; Anchor caverns that form for transformation such as utilizing existing exploration adit, a construction hole or that be used in combination with scupper etc. should be as one of reinforcement measure, with other reinforcement measure fellowship antiskid stability Calculation.Simultaneously, the anchor caverns parameter drafts aspects such as should considering operating technique and combined supporting.
(2) set up the finite element model of anchor caverns reinforcing side slope:
Set up the side slope finite element model according to engineering geological data, anchor caverns be reduced to hophornbeam Xin Ke (Timoshenko) beam element 1, and according to the anchor caverns actual profile be provided with the beam element elastic modulus, highly, width parameter.Should consider in the side slope model 5 main sliding with 2, rock mass materials interphase 4, construction and excavation process, other strenthening member and stability of slope is had the structural plane 3 etc. of appreciable impact.Main sliding surface adopts solid element to simulate, and is no less than 2 along the finite element grid number of thickness direction.The rock mass materials of side slope adopts More-enclosed pasture or DP elastic-plastic model.
(3) computational analysis anchor caverns internal force:
The side slope finite element model is found the solution, and utilize Strength Reduction of FEM, promptly the reduction of main sliding carrying material intensive parameter (cohesive strength c and internalfrictionangle) is obtained the stability coefficient fs of side slope, under the operating mode that satisfies the slope stability requirement, calculate the distortion and the internal force of anchor caverns.Draw shear diagram and moment curve on this basis, obtain maximum shear, moment of flexure, axle power and position thereof.
(4) design anchor caverns arrangement of reinforcement:
According to reinforced concrete structural design specification (as GB 50010-2002, SL 191-2008), anchor caverns internal force result of calculation and anchor caverns normal section are bent, tension, cut bearing capacity, the calculation of bearing capacity result is cut in the oblique section, and anchor caverns section arrangement of reinforcement is designed.
(5) optimize the anchor caverns design parameter:
Slope stability according to regulation and stipulation requires and the Technological Economy principle of optimality, and the anchor caverns design parameter is optimized analysis, determines to satisfy anchor caverns position, length, height and the arrangement of reinforcement parameter etc. that slope stability requires.
Concrete exemplifying embodiment of the present invention is as follows:
1, setting the side slope elevation is 1070.00～1135.00m, and the excavation slope was than 1: 0.3～1: 0.35.The Shun Po that grows in the side slope, in the outer f231 tomography in slope that inclines, and β j601 (fj605), β 4, β 85, β 62, fj619, vein, tomographies such as β 223, β 219 make up cutting mutually, form a series of unfavorable block, slope stability is relatively poor.Side slope presents along the deep layer sliding failure pattern along controlled structural planes such as aspect relief joint XL316-1 and f231.
2, the anchor caverns structural design according to the present invention to above-mentioned slope reinforcement is as follows:
(1) tentatively draft the anchor caverns parameter:
Consideration is to the specific aim of structural plane, consider combining of shearing resistance hole and anchor caverns at weakness band broad position, arrange five layers of shearing resistance hole (8m * 9m section) at EL1240, EL1210, EL1180, EL1150, EL1120 respectively, arrange 10 anchor caverns at EL1240, EL1210 with spacing 32m, at IV, V, VI section place are furnished with 3,2 and 1 inclined shaft (5m * 3m section) respectively.Anchor caverns section span 6m, height 7.5m, gateway opening shape.Anchor caverns is horizontally disposed, axis direction consistent with the geologic section direction (as Fig. 2).The development length of anchor caverns in II～III2 class rock mass is 15m, and the development length in the IV class rock mass is 20m.
(2) set up the finite element model of anchor caverns reinforcing side slope:
From the relatively angle consideration of engineering safety, choose the LPV-V section and carry out finite element analysis.Set up side slope finite element model (as Fig. 1) according to engineering geological data, anchor caverns is reduced to hophornbeam Xin Ke (Timoshenko) beam element 1, beam element adopts the linear elasticity material model, and its structural parameters are with actual consistent, and its material parameter is elastic modulus E=30GPa, Poisson ratio u=0.2.Consider in the side slope model main sliding with 2, rock mass materials interphase 4, construction and excavation process, other strenthening member and stability of slope is had the structural plane 3 etc. of appreciable impact.Main sliding surface adopts solid element to simulate, and is no less than 2 along the finite element grid number of thickness direction.The rock mass materials 5 of side slope adopts More-enclosed pasture elastic-plastic model, and its material parameter is got the exploration report recommended value.
(3) computational analysis anchor caverns internal force:
The side slope finite element model is found the solution, and according to the Strength Reduction of FEM ultimate principle, the distortion and the internal force of anchor caverns when calculating the stability coefficient fs=1.1 of side slope, draw shear diagram and moment curve on this basis, result of calculation shows EL1240 elevation anchor caverns, and the maximal bending moment that bears is 10MNm, and maximum shear is 2MN, the maximal bending moment that EL1210 elevation anchor caverns is born is 26MNm, and maximum shear is 8MN (as Fig. 3, Fig. 4).
(4) design anchor caverns arrangement of reinforcement:
According to reinforced concrete structural design specification (as GB 50010-2002, SL 191-2008), anchor caverns internal force result of calculation and anchor caverns normal section are bent, tension, cut bearing capacity, the calculation of bearing capacity result is cut in the oblique section, and anchor caverns section arrangement of reinforcement is designed.Adopt 6 single anchor caverns bottoms that are arranged in of I level 45b i shaped steel.Anchor caverns periphery longitudinal structure muscle and hoop stirrup.Reinforcement structure as shown in Figure 5.
(5) optimize the anchor caverns design parameter:
Slope stability according to regulation and stipulation requires and the Technological Economy principle of optimality, for improving the supporting effect of anchor caverns, reducing construction costs, is 10m adjusting the development length of anchor caverns in II～III2 class rock mass on the former design parameter parameter basis, and the development length in the IV class rock mass is 15m.Satisfy requirement of strength, side slope monolithic stability sexual satisfaction code requirement through checking computations first wife muscle parameter.
Claims (3)
1. the method for designing anchoring hole structure of a reinforcing rock slope is characterized in that described method for designing carries out according to the following steps successively:
(1) tentatively draft the anchor caverns parameter:
According to the origin cause of formation, character, scope and the steady state (SS) of the potential gliding mass of rock side slope, tentatively draft the parameter that includes position, length, section configuration isolith matter sliding mass anchor caverns by engineering analog method;
(2) set up the finite element model of anchor caverns reinforcing side slope:
Set up the finite element model of side slope according to engineering geological data, and anchor caverns is reduced to beam element, sliding surface is reduced to solid element;
(3) computational analysis anchor caverns internal force:
Calculate distortion and the internal force that obtains anchor caverns and draw shear diagram and moment curve in view of the above by finite element model, calculate maximum shear, moment of flexure, axle power and position thereof;
(4) design anchor caverns arrangement of reinforcement:
According to reinforced concrete member design specifications and anchor caverns internal force result of calculation the anchor caverns arrangement of reinforcement is designed;
(5) optimize the anchor caverns design parameter:
Slope stability according to relevant side slope design specifications regulation requires and the Technological Economy principle of optimality, and the anchor caverns design parameter is optimized analysis, proposes to satisfy anchor caverns length, height and the arrangement of reinforcement parameter of stability of slope.
2. anchor caverns structure Design method according to claim 1 is characterized in that: described beam element is hophornbeam Xin Ke (Timoshenko) beam element, and itself and rock soil mass unit conode.
3. the anchor caverns structure Design method of a kind of slope reinforcement according to claim 1 and 2 is characterized in that: described beam element adopts the linear elasticity material model, and its material parameter obtains by the equivalence of anchor caverns bendind rigidity.
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102021911A (en) * | 2010-11-26 | 2011-04-20 | 中国水电顾问集团成都勘测设计研究院 | Side slope reinforcing method and structure |
| CN102108715A (en) * | 2011-01-26 | 2011-06-29 | 河海大学 | Orthogonal grid numerical reinforcement method for cylindrically structured buildings |
| CN102663212A (en) * | 2012-05-09 | 2012-09-12 | 江苏科技大学 | Optimized design method for ship anchoring machine seat |
| CN106326556A (en) * | 2016-08-24 | 2017-01-11 | 广州地铁设计研究院有限公司 | Calculation and three-dimensional modeling method of structural reinforcing bars |
| CN107665272A (en) * | 2017-08-30 | 2018-02-06 | 西安建构实业有限责任公司 | A kind of bending rigidity computational methods in prefabricated reinforced concrete construction of bottom plates stage |
| CN110487461A (en) * | 2019-08-08 | 2019-11-22 | 汕头大学 | A kind of sensor-based axle power detection method and system |
| CN110688747A (en) * | 2019-09-19 | 2020-01-14 | 昆明理工大学 | Rock slope anchoring calculation method based on safety and economy multi-objective optimization |
| CN114218658A (en) * | 2021-12-30 | 2022-03-22 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | Internal force deformation analysis calculation method suitable for anchor cable frame structure |
| CN114809038A (en) * | 2022-05-26 | 2022-07-29 | 辽宁工程技术大学 | Method for determining stability of strip mine anchor cable reinforced slope |
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| CN1560382A (en) * | 2004-02-20 | 2005-01-05 | 中国科学院力学研究所 | Design method of reinfored rift pile for securing slope |
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Patent Citations (1)
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| CN1560382A (en) * | 2004-02-20 | 2005-01-05 | 中国科学院力学研究所 | Design method of reinfored rift pile for securing slope |
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Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102021911A (en) * | 2010-11-26 | 2011-04-20 | 中国水电顾问集团成都勘测设计研究院 | Side slope reinforcing method and structure |
| CN102021911B (en) * | 2010-11-26 | 2012-07-25 | 中国水电顾问集团成都勘测设计研究院 | Side slope reinforcing method and structure |
| CN102108715A (en) * | 2011-01-26 | 2011-06-29 | 河海大学 | Orthogonal grid numerical reinforcement method for cylindrically structured buildings |
| CN102108715B (en) * | 2011-01-26 | 2012-09-26 | 河海大学 | Orthogonal grid numerical reinforcement method for cylindrically structured buildings |
| CN102663212A (en) * | 2012-05-09 | 2012-09-12 | 江苏科技大学 | Optimized design method for ship anchoring machine seat |
| CN102663212B (en) * | 2012-05-09 | 2014-01-15 | 江苏科技大学 | Optimized design method for ship anchoring machine seat |
| CN106326556B (en) * | 2016-08-24 | 2019-08-30 | 广州地铁设计研究院股份有限公司 | A kind of structure reinforcing bars calculate and three-dimensional modeling method |
| CN106326556A (en) * | 2016-08-24 | 2017-01-11 | 广州地铁设计研究院有限公司 | Calculation and three-dimensional modeling method of structural reinforcing bars |
| CN107665272A (en) * | 2017-08-30 | 2018-02-06 | 西安建构实业有限责任公司 | A kind of bending rigidity computational methods in prefabricated reinforced concrete construction of bottom plates stage |
| CN107665272B (en) * | 2017-08-30 | 2021-01-29 | 西安建构实业有限责任公司 | Bending rigidity calculation method for prefabricated reinforced concrete bottom plate in construction stage |
| CN110487461A (en) * | 2019-08-08 | 2019-11-22 | 汕头大学 | A kind of sensor-based axle power detection method and system |
| CN110487461B (en) * | 2019-08-08 | 2021-08-31 | 汕头大学 | Sensor-based axial force detection method and system |
| CN110688747A (en) * | 2019-09-19 | 2020-01-14 | 昆明理工大学 | Rock slope anchoring calculation method based on safety and economy multi-objective optimization |
| CN110688747B (en) * | 2019-09-19 | 2022-05-06 | 昆明理工大学 | Rock slope anchoring calculation method based on safety and economy multi-objective optimization |
| CN114218658A (en) * | 2021-12-30 | 2022-03-22 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | Internal force deformation analysis calculation method suitable for anchor cable frame structure |
| CN114809038A (en) * | 2022-05-26 | 2022-07-29 | 辽宁工程技术大学 | Method for determining stability of strip mine anchor cable reinforced slope |
| CN114809038B (en) * | 2022-05-26 | 2024-04-12 | 辽宁工程技术大学 | Method for determining stability of anchor rope reinforcement slope of strip mine |
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