CN117057008A - Design method for expressway hard rock cutting high slope extension - Google Patents

Design method for expressway hard rock cutting high slope extension Download PDF

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Publication number
CN117057008A
CN117057008A CN202310945695.XA CN202310945695A CN117057008A CN 117057008 A CN117057008 A CN 117057008A CN 202310945695 A CN202310945695 A CN 202310945695A CN 117057008 A CN117057008 A CN 117057008A
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slope
hard rock
determining
safety coefficient
design method
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龚道平
李慧丽
吴典文
杨沪湘
梁荣伟
李大�
黎炬锋
廖向阳
方强
裴磊
宋志勇
胡杰
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Hunan Provincial Communications Planning Survey and Design Institute Co Ltd
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    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
    • G—PHYSICS
    • G16—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR SPECIFIC APPLICATION FIELDS
    • G16C—COMPUTATIONAL CHEMISTRY; CHEMOINFORMATICS; COMPUTATIONAL MATERIALS SCIENCE
    • G16C60/00—Computational materials science, i.e. ICT specially adapted for investigating the physical or chemical properties of materials or phenomena associated with their design, synthesis, processing, characterisation or utilisation
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
    • Y02A10/23—Dune restoration or creation; Cliff stabilisation

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  • Theoretical Computer Science (AREA)
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  • Pure & Applied Mathematics (AREA)
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  • Life Sciences & Earth Sciences (AREA)
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  • Bioinformatics & Computational Biology (AREA)
  • Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)

Abstract

The application discloses a design method for highway hard rock cutting high slope extension, which relates to the technical field of rolling force measurement and comprises the following steps: determining the stability safety coefficient Fs1 of the current slope, and calculating the strength parameter of the rock mass; determining the overall slope height, the grading slope height and the size coefficient of the grading platform width of the excavated slope according to the current preset slope releasing gradient; determining a potential damage surface corresponding to a side slope to be excavated under a stable safety coefficient after excavation, and determining a setting mode of a pre-stressed anchor cable according to the potential damage surface; adjusting the setting mode of the pre-stressed anchor cable or executing the next step by combining the stable safety coefficient Fs 2; repeating the steps to excavate the multi-level slope, and ensuring that the integral stable safety coefficient Fs3 is more than or equal to 1.20; the application fundamentally reduces construction difficulty and safety risk; meanwhile, the protection or reinforcement engineering measures of the existing cutting high slope are protected and utilized to the maximum extent, so that the aim of maintaining the overall stability of the slope is fulfilled.

Description

Design method for expressway hard rock cutting high slope extension
Technical Field
The application relates to the technical field of side slope extension, in particular to a design method for highway hard rock cutting high side slope extension.
Background
When the expressway is widened and expanded, the design and construction of the existing hard rock cutting high slope are one of important points and difficulties.
The method has the advantages that firstly, hard rock is usually excavated in an open explosion mode, and widening construction is usually carried out under the expressway operation environment, namely, the smooth passage is ensured while the slope is constructed, so that the double requirements of construction safety and operation safety are met, and the open explosion excavation is limited in most cases;
secondly, if the excavation is carried out by adopting a static blasting or mechanical crushing mode, the crushing time of the rock mass of the side slope is long, the influence on the engineering progress is large, and the cost is high;
and thirdly, the expressway expansion construction site is narrow, and the clearing and transporting work of the broken rock mass is difficult.
Therefore, as the construction environment conditions are changed, the expanded cut slope cannot develop investigation design and construction organization work according to the design thought of the newly built expressway, and a new design method needs to be explored so as to achieve the design targets of reducing the construction cost, reasonably controlling the construction period and ensuring safe construction and safe operation.
Based on this, it is necessary to propose a design method for highway hard rock cut high slope extension to solve or at least alleviate the above-mentioned drawbacks.
Disclosure of Invention
The application aims to expand the existing hard rock slope by adopting a design method of steep slope rate and pre-stressed anchor cable grading pre-reinforcement according to the current stable characteristics of the existing hard rock slope of the expressway so as to solve the problems that the existing protection measures are damaged due to the fact that the rock excavation quantity is large and the existing protection measures are all damaged when the existing slow slope is firstly put than the excavation and post-construction protection measures in the expansion process of the existing hard rock cut high slope of the expressway; the method can meet the requirement of widening the width of the roadbed, and can reduce the excavation quantity of hard rock bodies, so that the construction difficulty and the safety risk are fundamentally reduced; meanwhile, the protection or reinforcement engineering measures of the existing cutting high slope are protected and utilized to the maximum extent, so that the aim of maintaining the overall stability of the slope is fulfilled.
In order to achieve the above purpose, the technical scheme adopted by the application is as follows:
a design method for highway hard rock cutting high slope extension comprises the following steps:
s1, determining a stability safety coefficient Fs1 of a current slope, and calculating the strength parameter of the rock mass, wherein the strength parameter comprises a cohesive force value c and an internal friction angle value
S2, determining the overall slope height, the grading slope height and the size coefficient of the grading platform width of the excavated slope according to the current geological structure of the slope and the width to be widened of the expanded roadbed and the preset slope release gradient;
s3, determining a potential damage surface corresponding to the side slope to be excavated under the stability safety coefficient after excavation, and determining the setting mode of the prestressed anchor cable according to the potential damage surface;
s4, after the setting mode of the prestressed anchor is determined, calculating a stability safety coefficient Fs2 of the excavated slope, and if Fs2 is smaller than 1.2, adjusting the setting mode of the prestressed anchor cable in S3 so that Fs2 meets the condition that Fs2 is larger than or equal to 1.2, and executing the next step;
s5, repeating the steps S3 and S4 to excavate the multi-stage slope, and ensuring that the integral stable safety coefficient Fs3 is more than or equal to 1.20.
Preferably, the step S1 specifically includes the following steps:
s10, collecting geological conditions of the current slope to obtain related calculation parameters;
s11, inputting relevant calculation parameters into a finite element strength analysis model for calculation, and determining the stability of the current slope.
Preferably, in the step S2, the "setting up a slope according to a preset slope gradient" is specifically setting up a slope according to a slope ratio of 1:0.25-1:0.75.
Preferably, the step S2 is performed with a classification slope height of 8-10 m, a classification platform width of 1m, and if the overall slope height is less than 15m, no classification platform is provided.
Preferably, the pre-stressed anchor cable in the step S3 adopts a high-strength low-relaxation steel strand.
Preferably, the specific steps of the step S3 of determining the arrangement mode of the prestressed anchorage cable according to the potential fracture surface are as follows:
s30, constructing anchor rope holes of the side slopes, inserting an anchoring section of the prestressed anchor rope into the anchor rope holes, and grouting;
s31, a slope bearing structure is arranged at the part of the anchoring section exposed out of the anchor rope hole.
Preferably, the anchoring section grouting adopts C30 concrete.
Preferably, the cement mortar used in the grouting treatment has a water-cement ratio of 1:0.4-1:0.5 and a cement-cement ratio of 0.8-1.5.
Preferably, the cement strength grade is not less than 42.4MPa and the unconfined compressive strength of the slurry material 28d is not less than 30MPa.
Preferably, the slope bearing structure is one or a combination of a frame beam, a ground beam or a single anchor pier.
The application has the following beneficial effects:
the application provides a design method for highway hard rock cutting high slope extension, which comprises the steps of calculating the strength parameters of rock mass by determining the stability safety coefficient Fs1 of the current slope, and determining the overall slope height, grading slope height and size coefficient of grading platform width of an excavated slope according to the geological structure of the current slope and the width of the extended roadbed according to the preset slope release gradient. According to the present stability characteristics of expressway hard rock cutting and existing reinforcement and protection measures, the application provides a design method of 'steep slope rate + pre-stressed anchor cable grading pre-reinforcement', which can meet the width requirement of a roadbed, and reduce the slope-releasing excavation of the existing cutting, thereby fundamentally reducing construction difficulty and safety risk; meanwhile, reinforcement and protection engineering measures of the existing cutting high side slope are protected and utilized to the greatest extent, so that the overall stability of the side slope is maintained.
In addition to the objects, features and advantages described above, the present application has other objects, features and advantages. The present application will be described in further detail with reference to the drawings.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application. In the drawings:
FIG. 1 is a schematic view of a flow scheme of the construction steps of the present application;
FIG. 2 is an assembled schematic view of the present application after construction is completed;
FIG. 3 is a first schematic diagram of a finite element strength reduction analysis of slope stability according to the present application;
FIG. 4 is a second schematic diagram of a finite element strength folding and subtracting analysis of slope stability of the slope according to the application;
FIG. 5 is a third schematic diagram of a finite element strength reduction analysis of slope stability according to the present application;
FIG. 6 is a fourth schematic diagram of a finite element strength reduction analysis of slope stability according to the present application;
FIG. 7 is a fifth schematic diagram of a slope stability finite element strength reduction analysis of the present application;
FIG. 8 is a schematic diagram of the stability factor of safety calculation in the present application.
Detailed Description
It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the application.
The following description of the embodiments of the present application will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all embodiments of the application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
It should be noted that all directional indicators (such as up, down, left, right, front, and rear … …) in the embodiments of the present application are merely used to explain the relative positional relationship, movement, etc. between the components in a particular posture (as shown in the drawings), and if the particular posture is changed, the directional indicator is changed accordingly.
Furthermore, the description of "first," "second," etc. in this disclosure is for descriptive purposes only and is not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In addition, the technical solutions of the embodiments may be combined with each other, but it is necessary to base that the technical solutions can be realized by those skilled in the art, and when the technical solutions are contradictory or cannot be realized, the combination of the technical solutions should be considered to be absent and not within the scope of protection claimed in the present application.
The design method for highway hard rock cutting high slope extension shown in fig. 1-2 comprises the following steps:
s1, determining a stability safety coefficient Fs1 of a current slope, and calculating the strength parameter of the rock mass, wherein the strength parameter comprises a cohesive force value c and an internal friction angle value
S10, collecting geological conditions of the current slope to obtain related calculation parameters;
s11, inputting relevant calculation parameters into a finite element strength analysis model for calculation, determining the stability of the current slope, and obtaining a stability safety coefficient Fs1.
In the embodiment, the cohesion value c and the internal friction angle value of the rock mass are calculated by adopting a finite element strength folding method under the assumption of the current slope stability safety coefficient Fs1The calculation formulas are shown as formulas (1) and (2), and the calculation schematic diagram can be seen by referring to FIG. 8;
in the above formula: fs1 is the current slope stability safety factor of the slope; gamma is the rock mass weight (kN/m) 3 ) The method comprises the steps of carrying out a first treatment on the surface of the G: weight per unit width of slider (kN/m); F. t: anti-skid force, glide force (kN); n is the normal force (kN); h is the vertical thickness (m) of the potential slip body; c.cohesive force (kPa), internal friction angle (°) of the rock mass; l: potential sliding surface length (m); beta: potential sliding surfaceInclination angle (degree); alpha: and excavating slope angles (degrees) of the slope.
S2, determining the overall slope height, the grading slope height and the size coefficient of the grading platform width of the excavated slope according to the current geological structure of the slope and the width to be widened of the expanded roadbed and the preset slope release gradient; the "slope according to the preset slope gradient" is specifically a slope according to a slope ratio of 1:0.25-1:0.75, and specific specifications can be selected by a person skilled in the art according to actual construction requirements, so that a detailed description of the slope is omitted herein;
it should be noted that, in the present embodiment, when the highway is extended, the current slopes on both sides of the highway are generally excavated according to the size of the extended highway in the conventional manner, but in order to prevent the landslide phenomenon, the slope is generally relatively slow to be constructed, so that the overall construction length and difficulty are relatively large.
Based on the consideration of this aspect, the excavation slope mentioned in the step S2 specifically means that the traditional "integral structure" is split, so as to realize the "sectional structure", thereby realizing the purpose of multi-stage slope, and according to the requirement specification of the engineering geological survey specification, the height of the grading slope is preferably 8-10 m, the width of the grading platform is 1m, and if the height of the integral slope is less than 15m, the grading platform is not arranged.
S3, determining a potential damage surface corresponding to the side slope to be excavated under the stability safety coefficient after excavation, and determining the arrangement mode of a pre-stressed anchor cable according to the potential damage surface, wherein the pre-stressed anchor cable adopts a high-strength low-relaxation steel strand;
specifically, the determination of the potential damage surface can be simulated by existing software RS2, geoslope, which is known to those skilled in the art, and thus, will not be described in detail in the present application.
S4, after the setting mode of the prestressed anchor is determined, calculating the stability and safety coefficient Fs2 of the excavated slope i I=1, 2,3 …, if Fs2 i When < 1.2, the arrangement mode of the prestressed anchor cable in S3 is adjusted so as to facilitate Fs2 i Satisfy Fs2 i A condition of 1.2 or more, and then executing the next step;
s5, repeating the steps S3 and S4 to excavate the multi-stage slope, and ensuring that the integral stable safety coefficient Fs3 is more than or equal to 1.20.
Further, the specific steps of the step S3 of determining the arrangement mode of the prestressed anchorage cable according to the potential fracture surface are as follows:
s30, constructing anchor rope holes of the side slopes, inserting an anchoring section of the prestressed anchor rope into the anchor rope holes and grouting, adopting C30 concrete to ensure the strength requirement, the cement mortar adopted in the grouting treatment has a water-cement ratio of 1:0.4-1:0.5 and a cement-sand ratio of 0.8-1.5 so as to ensure that the cement strength grade is not less than 42.4MPa and the unconfined compressive strength of the slurry material 28d is not less than 30MPa;
s31, the part of the anchoring section exposed out of the anchor rope hole is provided with a slope bearing structure, the slope bearing structure is one or a combination of a frame beam, a ground beam and a single anchor pier, and meanwhile, in order to further enhance the strength of the slope bearing structure, a plurality of construction steel bars are additionally arranged, and in particular, how the construction steel bars are matched with the slope bearing structure.
In order to assist the person skilled in the art to understand the technical solution of the present application, the present application also provides an analysis of examples, specifically as follows, for the person skilled in the art to refer to and understand:
the Beijing pearl high-speed existing limestone high slope is approximately 50m in height, the current situation is stable, the current situation is widened and improved, the roadbed width is required to be increased by 7m, and therefore the existing slope is required to be excavated.
The design method of 'steep slope rate + pre-stressed anchor cable grading pre-reinforcement' is adopted, so that on one hand, the newly excavated height is reduced, meanwhile, the crushing amount and the cleaning and transporting amount of hard rock bodies are reduced to the maximum extent, and on the other hand, the disturbance influence on the existing slope is greatly reduced. Slope rock mass parameters: severe γ=25 kN/m 3 Cohesive force c=90 kPa, internal friction angleModulus of elasticity e=50000 kPa, poisson ratio μ=0.25, tensile strength iota=90 kPa,
in order to verify that the stability and safety coefficient of the slope rock mass to be expanded meets the requirements of the highway subgrade design Specification, each stage is defined as a working condition n, n=1, 2,3 …, and the finite element strength reduction method analysis diagrams shown in fig. 3-7 are referred to as follows:
working condition 1: slope stability safety factor fs1=1.23 under current conditions;
working condition 2: excavating a first-stage slope according to a slope ratio of 0.3, wherein the slope height is 8m, and at the moment, the stable safety coefficient fs=1.20;
working condition 3: the first-stage side slope is reinforced by prestressed anchor cables, wherein the length of each anchor cable is 14-18 m, the prestress of each single anchor cable is 400KN, and at the moment, the safety coefficient Fs2 is stabilized 1 ＝1.41；
Working condition 4: on the basis of working condition 3, excavating a second-stage slope, wherein the excavation height is 6.5m, and the stability coefficient fs=1.18;
working condition 5: on the basis of working condition 4, 2 rows of prestressed anchor cables are added to the second-stage side slope, the prestress value of a single anchor cable is 300kN, the stability and safety coefficient is fs=1.23, and the standard requirement is met.
Therefore, during extension, the method of grading side slopes can effectively reduce the excavation period and cost, and simultaneously can ensure the extension purpose, and secondly, the method of fastening the prestressed anchor cable is combined to further improve the stable safety coefficient so as to meet the requirements of highway subgrade design specifications.
The foregoing description is only a preferred embodiment of the present application, but the scope of the present application is not limited thereto, and any person skilled in the art, who is within the scope of the present application, should make equivalent substitutions or modifications according to the technical solution of the present application and the inventive concept thereof, and should be covered by the scope of the present application.
The above is only a preferred embodiment of the present application, and is not intended to limit the present application, but various modifications and variations can be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims (10)

1. The design method for highway hard rock cutting high slope extension is characterized by comprising the following steps:
s1, determining a stability safety coefficient Fs1 of a current slope, and calculating the strength parameter of a rock mass, wherein the strength parameter comprises a cohesive force value c and an internal friction angle value phi;
s2, determining the overall slope height, the grading slope height and the size coefficient of the grading platform width of the excavated slope according to the current geological structure of the slope and the width to be widened of the expanded roadbed and the preset slope release gradient;
s3, determining a potential damage surface corresponding to the side slope to be excavated under the stability safety coefficient after excavation, and determining the setting mode of the prestressed anchor cable according to the potential damage surface;
s4, after the setting mode of the prestressed anchor is determined, calculating a stability safety coefficient Fs2 of the excavated slope, and if Fs2 is smaller than 1.2, adjusting the setting mode of the prestressed anchor cable in S3 so that Fs2 meets the condition that Fs2 is larger than or equal to 1.2, and executing the next step;
s5, repeating the steps S3 and S4 to excavate the multi-stage slope, and ensuring that the integral stable safety coefficient Fs3 is more than or equal to 1.20.
2. The design method for highway hard rock cutting high slope extension according to claim 1, wherein the step S1 specifically comprises the following steps:
s10, collecting geological conditions of the current slope to obtain related calculation parameters;
s11, inputting relevant calculation parameters into a finite element strength analysis model for calculation, and determining the stability of the current slope.
3. The design method for highway hard rock cutting high slope extension according to claim 2, wherein the step S2 is specifically to set a slope according to a preset slope setting gradient of 1:0.25-1:0.75.
4. The design method for highway hard rock cut high slope extension according to claim 1, wherein the grading slope in the step S2 is 8-10 m, the width of the grading platform is 1m, and the grading platform is not provided if the overall slope height is less than 15 m.
5. The method for designing expressway hard rock cut high slope extension according to claim 1, wherein the pre-stressed anchor cable in the step S3 is a high-strength low-relaxation steel strand.
6. The method for designing expressway hard rock cut high slope extension according to claim 5, wherein the specific steps of determining the arrangement mode of the prestressed anchor cable according to the potential damaged surface in the step S3 are as follows:
s30, constructing anchor rope holes of the side slopes, inserting an anchoring section of the prestressed anchor rope into the anchor rope holes, and grouting;
s31, a slope bearing structure is arranged at the part of the anchoring section exposed out of the anchor rope hole.
7. The method for designing expressway hard rock cutting high slope extension according to claim 6, wherein the anchoring section grouting adopts C30 concrete.
8. The design method for highway hard rock cutting high slope extension according to claim 6 or 7, wherein cement mortar is used for grouting treatment, the water-cement ratio is 1:0.4-1:0.5, and the lime-sand ratio is 0.8-1.5.
9. The design method for highway hard rock cutting high slope extension according to claim 8, wherein the cement strength grade is not less than 42.4MPa, and the unconfined compressive strength of the slurry material for 28 days is not less than 30MPa.
10. The method for designing expressway hard rock cut high slope extension according to claim 6, wherein the slope bearing structure is one or a combination of frame beams, ground beams and single anchor piers.
CN202310945695.XA 2023-07-31 2023-07-31 Design method for expressway hard rock cutting high slope extension Pending CN117057008A (en)

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Application Number Priority Date Filing Date Title
CN202310945695.XA CN117057008A (en) 2023-07-31 2023-07-31 Design method for expressway hard rock cutting high slope extension

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Application Number Priority Date Filing Date Title
CN202310945695.XA CN117057008A (en) 2023-07-31 2023-07-31 Design method for expressway hard rock cutting high slope extension

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Publication Number Publication Date
CN117057008A true CN117057008A (en) 2023-11-14

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