A method for calculating the stability of a beam yard embankment slope

Abstract

The present application relates to the field of stability analysis, in particular to a kind of beam yard embankment slope stability calculation method, comprising the following steps: S1: according to stratum information to establish three-dimensional geological model;S2: according to beam yard arrangement and operation condition to determine load information;S3: the beam yard area is divided into box girder prefabrication area and box girder storage area, respectively determine the most unfavorable working condition of box girder prefabrication area and box girder storage area;S4: according to the most unfavorable working condition to apply corresponding load, analysis and calculation are carried out, judges the stability of each section of embankment slope.The present application specially proposes a new calculation method for the stability calculation of beam yard embankment slope, specially studies load combination and the selection of the most unfavorable working condition, can analyze the influence of beam yard close to embankment slope setting on the stability of slope, ensures the stability of beam yard embankment slope.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of stability analysis, in particular to a beam yard embankment slope stability calculation method. BACKGROUND

[0002] The embankment slope stability is one of the key factors to ensure the safety of road, embankment and other engineering structures. The embankment slope stability refers to the ability of the embankment slope to maintain its geometric shape and stable state under the action of various external loads (such as vehicle load, self-weight, wind force, water force, etc.). Simply speaking, the embankment slope will not slide, collapse and other damage phenomena due to external factors. Due to the limitation of construction conditions, in some projects, the beam yard is close to the embankment slope, and the storage of beams and the lifting of beams will generate a large load, which will affect the stability of the embankment slope. Therefore, it is necessary to propose a new calculation method for the beam yard embankment slope stability calculation to ensure the stability of the beam yard embankment slope. SUMMARY

[0003] The purpose of the present application is to overcome the deficiencies in the prior art, and to provide a beam yard embankment slope stability calculation method.

[0004] In a first aspect, the present application provides a beam yard embankment slope stability calculation method, comprising the following steps:

[0005] S1: establishing a three-dimensional geological model according to the stratum information;

[0006] S2: determining the load information according to the beam yard arrangement and operation conditions, wherein:

[0007] Permanent load G = pavement structure self-weight load G1 + box girder base expanded foundation self-weight load G2 + box girder base self-weight load G3 + box girder self-weight load G4 + gantry crane track foundation load G5 + gantry crane track expanded foundation load G6;

[0008] Variable load Q = gantry crane self-weight load Q1 + vehicle load Q2 + load Q3 when the gantry crane transfers the box girder;

[0009] S3: dividing the beam yard area into a box girder precast area and a box girder storage area, and determining the most unfavorable working conditions of the box girder precast area and the box girder storage area, respectively, wherein:

[0010] The most unfavorable working conditions of the box girder precast area include:

[0011] Working condition 1: no transfer operation, the box girder is located on the pedestal closest to the embankment slope, there is no precast box girder on the remaining pedestals, and the gantry crane is moved to the embankment slope;

[0012] Working condition 2: transfer operation, the gantry crane lifts the box girder closest to the embankment slope, and there is no precast box girder on the remaining pedestals.

[0013] Case 3: No transfer operation, all box girder exist on the pedestal at the same time, and the gantry crane moves to the embankment slope;

[0014] Case 4: Transfer operation, the gantry crane lifts the box girder closest to the embankment slope, and the rest of the pedestal stores the precast box girder at the same time;

[0015] The most unfavorable case of the beam storage area includes:

[0016] Case 5: No transfer operation, all box girder exist on the pedestal at the same time, and the gantry crane moves to the embankment slope;

[0017] Case 6: Transfer operation, the gantry crane lifts the box girder closest to the embankment slope, and the rest of the box girder exists on the pedestal at the same time;

[0018] S4: According to the most unfavorable case, the corresponding load is applied for analysis and calculation to judge the stability of each section of the embankment slope.

[0019] Preferably, the self-weight load G1 of the pavement structure includes the self-weights of the precast area, the beam storage area and the beam field channel, and the self-weights of the precast area, the beam storage area and the beam field channel are respectively applied as uniform loads on the slope top.

[0020] Preferably, the self-weight load Q1 of the gantry crane is treated as a uniform load acting on the track expansion foundation range, and the vehicle load Q2 is treated as a uniform load acting on the vehicle external size range.

[0021] Preferably, for the load Q3 when the gantry crane transfers the box girder, when the gantry crane lifts the box girder closest to the embankment slope, the two side legs of the gantry crane bear unequal loads, and the load borne by the free side leg is greater than that of the other side. The loads of the two side legs are calculated respectively, and they are treated as uniform loads acting on the track expansion foundation during analysis and calculation.

[0022] Preferably, the load combination S of the case 1 is d As shown in the following formula:

[0023]

[0024] The load combination S of the case 2 is d As shown in the following formula:

[0025]

[0026] The load combination S of the case 3 is d As shown in the following formula:

[0027]

[0028] The load combination S of the case 4 is d As shown in the following formula:

[0029]

[0030] The working condition 5 load combination S d As shown in the following formula:

[0031] S d =G1+mG4+G5+G6+Q1;

[0032] The working condition 6 load combination S d As shown in the following formula:

[0033] S d =G1+(m-1)G4+G5+G6+Q1+Q3;

[0034] In the formula, n is the number of abutments in the box girder precast area, and m is the maximum number of box girders stored in the box girder storage area.

[0035] Preferably, the stability coefficient of the slope stability calculation and analysis is calculated according to the following formula:

[0036]

[0037] In the formula: F s — embankment stability coefficient; b i — the width of the i-th soil strip; a i — the inclination of the bottom sliding surface of the i-th soil strip; c i , — the cohesion and internal friction angle of the soil layer where the sliding arc of the i-th soil strip is located; m αi — coefficient; W i — the gravity of the i-th soil strip; Q i — the vertical external force of the i-th soil strip.

[0038] Preferably, the Mohr-Coulomb constitutive model is selected for the geotechnical material

[0039] Preferably, the strength reduction method is used for the slope stability calculation and analysis.

[0040] Preferably, the strength reduction coefficient F d is taken as the independent variable to determine the value of the strength reduction coefficient F d , and then the corresponding shear strength parameters of the geotechnical body under different strength reduction coefficients are obtained according to the shear strength formula. The corresponding parameters are imported into the finite element analysis software for analysis. The strength reduction coefficient is continuously increased until the slope reaches a critical failure state.

[0041]

[0042] In the formula, the shear strength formula is:

[0043] c d reduced cohesion, reduced internal friction angle, c - cohesion, internal friction angle before reduction, F d reduction factor.

[0044] In a second aspect, the present application provides an analysis device comprising at least one processor, and a memory connected to the at least one processor in communication; the memory stores instructions executable by the at least one processor, and the instructions are executed by the at least one processor to enable the at least one processor to perform any one of the beam yard embankment slope stability calculation methods.

[0045] In a third aspect, the present application provides a computer readable storage medium having stored thereon a computer program, which, when executed by a processor, implements the steps of any one of the beam yard embankment slope stability calculation methods.

[0046] Compared with the prior art, the present application has the beneficial effects that:

[0047] The present application specifically proposes a new calculation method for beam yard embankment slope stability calculation, and specially studies the selection of load combination and the most unfavorable working condition, can analyze the influence of the setting of the beam yard near the embankment slope on the slope stability, and ensure the stability of the beam yard embankment slope. BRIEF DESCRIPTION OF DRAWINGS

[0048] Figure 1 It is a schematic diagram of the location of a beam yard beam precast area and beam storage area.

[0049] Figure 2 It is a section view of a small box girder precast area of a certain beam yard.

[0050] Figure 3 It is a large sample drawing of the design of a beam yard box girder pedestal and pedestal foundation.

[0051] Figure 4 It is a section view of a 25m small box girder beam storage area of a certain beam yard.

[0052] Figure 5 It is a typical geological section view of a small box girder precast area of a certain beam yard.

[0053] Figure 6 It is a typical geological section view of a small box girder beam storage area of a certain beam yard.

[0054] Figure 7 It is a finite difference model view of a small box girder precast area of a certain beam yard.

[0055] Figure 8The figure is a finite difference model diagram of the section of a beam yard small box girder storage area.

[0056] Figure 9 The figure is a typical section diagram of the box girder base enlarged foundation of a beam yard small box girder precasting area.

[0057] Figure 10 The figure is Figure 9 A-A section diagram and B-B section diagram.

[0058] Figure 11 The figure is a large sample design diagram of gantry crane foundation of a beam yard small box girder precasting area.

[0059] Figure 12 The figure is a design diagram of 100t gantry crane.

[0060] Figure 13 The figure is a most unfavorable working condition diagram of 25m small box girder precasting area box girder transfer of a beam yard.

[0061] Figure 14 The figure is a most unfavorable working condition diagram of 25m small box girder storage area box girder transfer of a beam yard.

[0062] Figure 15 The figure is a most unfavorable working condition diagram of 25m small box girder precasting area box girder without transfer of a beam yard.

[0063] Figure 16 The figure is a most unfavorable working condition diagram of 25m small box girder precasting area box girder transfer of a beam yard.

[0064] Figure 17 The figure is a most unfavorable working condition diagram of 25m small box girder precasting area box girder without transfer of a beam yard.

[0065] Figure 18 The figure is a most unfavorable working condition diagram of 25m small box girder precasting area box girder transfer of a beam yard.

[0066] Figure 19 The figure is a most unfavorable working condition diagram of 25m small box girder storage area box girder without transfer of a beam yard.

[0067] Figure 20 The figure is a most unfavorable working condition diagram of 25m small box girder storage area box girder transfer of a beam yard.

[0068] Figure 21 The figure is a section diagram of stability calculation result of working condition 1 of 25m small box girder precasting area of a beam yard. DETAILED DESCRIPTION

[0069] The application will be further described below in connection with specific embodiments. However, it should be understood that this should not be construed as limiting the above-mentioned subject matter of the application to the following embodiments, and any technology realized based on the content of the application falls within the scope of the application.

[0070] In the description of specific embodiments of the present application, the terms of orientation or positional relationship such as "upper", "lower", "left", "right", "center", "inner", "outer", etc. are expressed based on the orientation or positional relationship shown in the drawings or the orientation or positional relationship when the product / device / apparatus is used normally, unless otherwise specified. These terms of orientation or positional relationship are only for the convenience of describing the present application or simplifying the description in specific embodiments, facilitating the quick understanding of the scheme by the skilled person, and should not be construed as indicating or implying that the specific device / component / element must have a specific orientation or be constructed and operated in a specific positional relationship, and therefore should not be construed as a limitation on the present application.

[0071] In addition, the terms "horizontal", "vertical", "suspended", "parallel", etc. do not mean that the corresponding device / component / element must be absolutely horizontal or vertical or suspended or parallel, but can be slightly inclined or deviated. For example, "horizontal" only means that its direction is more horizontal relative to "vertical", and does not mean that the structure must be completely horizontal, but can be slightly inclined. Alternatively, it can be simplified to mean that the corresponding device / component / element is arranged in the direction of "horizontal", "vertical", "suspended", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction, more preferably an error / deviation of ±8% or less, more preferably an error / deviation of ±6% or less, more preferably an error / deviation of ±5% or less, and more preferably an error / deviation of ±4% or less. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the scheme of the present application.

[0072] In addition, the terms "first", "second", "third", etc. in the description of the present application are only used to distinguish the same or similar components, and should not be understood as emphasizing or implying the relative importance of the specific components.

[0073] In addition, in the description of the embodiments of the present application, "several", "a plurality of", "several" represent at least 2. It can be 2, 3, 4, 5, 6, 7, 8, 9, etc. in any case, and even more than 9.

[0074] In addition, in the description of the technical scheme of the present application, unless otherwise specified / limited / limited, the terms "arrangement", "installation", "connection", "connection", "provided with", "laid", "arrangement" should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or it can be integrally connected, such as welding, riveting, bolting, screwing, etc. The connection means commonly used in the art. The connection can be mechanical connection, electrical connection or communication connection; it can be directly connected or indirectly connected through an intermediate medium; it can be the communication between two elements.

[0075] Example 1

[0076] A certain beam yard is divided into a box girder precast area (hereinafter referred to as "precast area") and a box girder storage area (hereinafter referred to as "beam storage area") according to area, and the area is divided as shown in Figure 1 .

[0077] Table 1: List of embankment slope conditions of precast area and beam storage area

[0078]

[0079] The precast area of the beam yard is K944+278 ~ K944+345, and the embankment is filled with a slope height of 9.6 ~ 19.8m; the beam storage area of the beam yard is K944+345 ~ K944+380, and the embankment is filled with a slope height of 11.2 ~ 18.2m. The slope surface adopts an arch-shaped skeleton slope protection, and a drainage ditch is set on the top of the slope to drain surface water. The embankment slope conditions of each section are shown in Table 1.

[0080] The site range of the 25m small box girder precast area of the beam yard is 72m x 34m, a total of 2448m 2 ; 10 25m box girder precast pedestals (2 rows) are set, and the pedestal size is 25.7m x 0.9m x 0.3m; the pedestal foundation is a long strip, and the foundation size is 25.7m x 2.5m x 0.5m, with a horizontal spacing of 2.4m, as shown in Figure 2 , Figure 3 .

[0081] The site range of the 25m small box girder storage area of the beam yard is 35m x 34m, a total of 1190m 2 ; beam storage pedestals are set, two books are set, 14 box girders are stored at peak times, and a beam yard passage for transporting beam cars is set in the site, as shown in Figure 4 .

[0082] According to the "Survey Report", the soil layer of the site within the exploration depth can be divided into 3 strata from top to bottom according to its geological origin, sedimentary rhythm and engineering physical and mechanical property characteristics, the precast area is divided into 3 strata, the beam storage area does not carry out drilling operation, the stratum distribution is referred to the precast area, and the typical geological section is shown in Figure 5 , 6 .

[0083] 1) plain fill (Q4 ml )

[0084] Gray, yellowish, loose, mainly composed of fine sand and a small amount of silt, distributed throughout the site, layer bottom buried depth 8.50~18.20m, layer thickness 8.50~18.20m. The standard penetration test 6 times, the actual number of hits N'=7~9, the average value of 7.8, the standard value of 7.2; the corrected number of hits N=5.8~7.5, the average value of 6.6, the standard value of 6.1.

[0085] 2) Strongly weathered granite

[0086] Gray, grayish, dense. Part of the granite structure can be identified, most of the feldspar has been soft, semi-rock and soil column, knife cutting scattered into sandy soil. Distributed throughout the site, layer top buried depth 8.50~18.20m, layer bottom buried depth 9.00~20.80m, layer thickness 0.50~3.60m. The standard penetration test 4 times, the actual number of hits N'=71~74, the average value of 72.5; the corrected number of hits N=50.6~61.4, the average value of 53.5.

[0087] 3) Medium weathered granite

[0088] Gray, grayish, columnar, a small amount of block, granite structure, block structure, composed of feldspar, quartz, mica and dark minerals. RQD=38~65. Distributed throughout the site. The degree of hardness of the rock is classified as a hard rock, the degree of rock integrity is relatively broken, and the basic quality grade of the rock mass is IV. No free surface, cave, crack and fracture zone were found during the survey. The layer top buried depth is 9.00~20.80m, the layer bottom is not exposed, and the exposed thickness is 3.40~3.80m.

[0089] A beam yard embankment slope stability calculation method, comprising the following steps:

[0090] S1: a three-dimensional geological model is established according to the stratum information. Preferably, it can be established according to CAD profile→Midas GTS→FLAC 3D The three-dimensional geological model is sequentially established. The model is divided into 3 groups according to the stratum distribution. In order to reduce the influence of boundary conditions as much as possible, the calculation range is selected: (2-3) times the height of the slope in the vertical direction; (1.8-3) times the height of the slope in the horizontal direction. Horizontal constraints are set in the X and Y directions, and horizontal and vertical constraints are set at the bottom, i.e. Z=0 plane, and the top of the model is free. After the model is established, in order to improve the calculation accuracy and efficiency, the mesh is divided according to the principle of gradually increasing from top to bottom. The mesh divided model is shown in Figures 7-8 .

[0091] S2: load information is determined according to the beam yard layout and operation conditions, wherein:

[0092] Permanent load G = pavement structure dead load G1 + box girder base enlarged foundation dead load G2 + box girder base dead load G3 + box girder dead load G4 + gantry crane track foundation load G5 + gantry crane track enlarged foundation load G6;

[0093] Variable load Q = gantry crane dead load Q1 + vehicle load Q2 + load Q3 when the gantry crane transfers the box girder.

[0094] (1) Permanent load G

[0095] 1) Pavement structure dead load G1

[0096] The precast area is paved with a 10cm thick gravel cushion; the hardening is poured with C25 concrete with a height of 10cm. The unit weight of the gravel cushion is taken as 28kN / m 3 , and the calculated load value of the pavement hardening layer is 2.8kN / m 2 . The unit weight of the C25 concrete is taken as 23.8kN / m 3 , and the calculated load value of the pavement hardening layer is 2.38kN / m 2 . The load value of the pavement structure is 5.18kN / m 2 , which is applied as a uniform load on the slope top.

[0097] The stored beam area is paved with a 10cm thick gravel cushion. The unit weight of the gravel cushion is taken as 28kN / m 3 , and the calculated load value of the pavement hardening layer is 2.8kN / m 2 , which is applied as a uniform load on the slope top.

[0098] The beam field access is hardened with C25 concrete pouring with a thickness of 10cm. The unit weight of the C25 concrete is taken as 23.8kN / m 3 , and the calculated load value of the pavement hardening layer is 2.38kN / m 2 , which is applied as a uniform load on the slope top.

[0099] 2) Box girder base enlarged foundation dead load G2

[0100] The box girder base enlarged foundation has a total length of about 25m, a design height of 0.5m within a range of 2m at the end, and a design width of 2.5m; the remaining positions have a design height of 0.2m and a design width of 1.9m, as shown in Figures 9-10 . When calculating, the following simplifications are made: the foundation height is uniformly taken as 0.5m, and the width is uniformly taken as 2.5m, but the unit weight of the concrete and the fill is taken as an average value, i.e. 20kN / m 3 , and the calculated load value of the enlarged foundation dead load G2 is 10kN / m 2 , with a distribution range of 25m x 2.5m.

[0101] 3) Box girder base dead load G3

[0102] The box girder pedestal is 0.3 m high and 0.9 m wide, and the pedestal design is shown in the A-A section. Figure 10 The concrete gravity is taken as 25 kN / m 3 , and the calculated value of the self-weight load of the box girder pedestal is 7.5 kN / m 2 , and the distribution range is 25 m x 0.9 m. In the analysis and calculation, it is treated as a uniform load acting on the enlarged foundation range of the box girder pedestal, and the calculated G3 is 2.7 kN / m 2 , and the distribution range is 25 m x 2.5 m.

[0103] 4) Self-weight load G4 of the box girder

[0104] Preparation area:

[0105] The self-weight of the 25 m box girder monomer is 80.15 t, which is placed on the box girder pedestal and transmits the self-weight to the slope surface through the pedestal enlarged foundation. In the analysis and calculation, it is treated as a uniform load acting on the enlarged foundation range of the box girder pedestal, and the calculated G4 is 12.816 kN / m 2 , and the distribution range is 25 m x 2.5 m.

[0106] Storage beam area:

[0107] The self-weight of the 25 m box girder monomer is 80.15 t, which is directly placed on the gravel cushion on the slope top. In the analysis and calculation on the box girder pedestal, it is treated as a uniform load, and the calculated G4 is 32.04 kN / m 2 , and the distribution range is 25 m x 1.0 m.

[0108] 5) Foundation load G5 of the gantry crane track

[0109] According to the design drawing of the gantry crane track foundation, the track foundation adopts C30 concrete, and the track foundation is 0.5 m high. The gravity of the C30 concrete is taken as 24.5 kN / m 3 , and in the analysis and calculation, it is treated as a uniform load acting on the enlarged foundation range of the track, and the calculated G5 is 6.125 kN / m 2 , and the distribution range is the length of the track x 1.0 m.

[0110] 6) Enlarged foundation load G6 of the gantry crane track

[0111] According to the design drawing of the gantry crane track foundation, as shown in Figure 11 , the track foundation adopts C30 concrete, and the track enlarged foundation is 0.2 m high. The gravity of the C30 concrete is taken as 24.5 kN / m 3 , and the concrete gravity is taken as 24.5 kN / m 3 , and the calculated value of the uniform load of the track enlarged foundation G6 is 4.9 kN / m 2, distribution range: track length x 1.0 m.

[0112] (2) Variable load Q

[0113] 1) Gantry crane dead load (Q1)

[0114] 100t gantry crane dead load 55t, unilateral leg load sharing 275kN; according to the 100t gantry crane design drawings, the wheelbase is 6.2m, as shown in Figure 12 . Analysis and calculation will be processed as the uniform load acting on the track expansion foundation, that is, Q1=44.35kN / m 2 , distribution range: track length x 1.0 m.

[0115] 2) Vehicle load (Q2)

[0116] In the process of box girder precast area precast construction, the main construction machinery is Zunzhong ZLJ5318GJBJEF type concrete mixer truck. According to the vehicle technical parameters, the mixer truck shape size is 9.9m x 2.5m x 3.96m, the dead weight is 31t, the rated load is 18.58t; According to the load equivalent principle, the load of the full load state is equivalent to the uniform load, that is, Q2=20.03kN / m 2 , distribution range: 9.9m x 2.5m.

[0117] 3) Gantry crane load when transferring box girder (Q3)

[0118] The box girder is lifted by double gantry crane during the process of transferring from the precast area to the storage area, at this time the single gantry crane bears the box girder load sharing weight of 40.075t, that is, each force is 400.75kN.

[0119] Preparation area:

[0120] When lifting 5# box girder (as Figure 13 shown), the load borne by the two side legs of the gantry crane is not equal, which is manifested as the load borne by the free side leg is larger, at this time the side slope stability is most unfavorable.

[0121] According to the formula of structural mechanics, the right side leg force is: ((31000-4150) / 31000) x 400.75=347.1kN, and the left side leg force is: 53.65kN; Analysis and calculation will be processed as the uniform load acting on the track expansion foundation, that is, Q3left=8.65kN / m 2 , Q3right=55.98kN / m 2 .

[0122] Storage area:

[0123] When lifting 7# box girder (asFigure 14 When the gantry crane is lifting the 7# box girder, the load borne by the two side legs of the gantry crane is not equal, which is manifested as that the side leg in the air bears a larger load, and at this time, the side slope stability is most unfavorable.

[0124] According to the structural mechanics formula, when the 7# box girder is lifted, the right side leg force is ((31000-2095) / 31000) x 400.75 = 373.67 kN, and the left side leg force is 27.08 kN; in the analysis and calculation, it is treated as a uniform load acting on the track expanded foundation, that is, Q3left = 4.37 kN / m 2 , Q3right = 60.27 kN / m 2 .

[0125] S3: The beam field area is divided into a box girder precast area and a box girder storage area, and the most unfavorable working conditions of the box girder precast area and the box girder storage area are determined, wherein:

[0126] The most unfavorable working conditions of the box girder precast area include:

[0127] I. Normal flow operation

[0128] Working condition 1: no transfer operation, the box girder is located on the pedestal closest to the embankment slope, there is no precast box girder on the remaining pedestals, and the gantry crane is moved to the embankment slope.

[0129] In this embodiment, when the 5# box girder (see Figure 15 ) is located on the pedestal (according to the box girder construction scheme, there is no precast box girder on the remaining pedestals), and the gantry crane is moved to each section, the slope top load is most unfavorable to the embankment stability.

[0130] At this time, the load combination S d is as follows:

[0131]

[0132] Working condition 2: transfer operation, the gantry crane lifts the box girder closest to the embankment slope, and there is no precast box girder on the remaining pedestals.

[0133] In this embodiment, when the gantry crane lifts the 5# box girder (see Figure 16 ) (according to the box girder construction scheme, at this time, the remaining pedestals have not yet started to precast box girders), the slope top load is most unfavorable to the embankment slope stability.

[0134] At this time, the load combination S d is as follows:

[0135]

[0136] II. Unsmooth flow operation (only extreme cases are considered)

[0137] Case 3: No transfer operation, all box girders exist on the pedestal at the same time, and the gantry crane moves to the embankment slope.

[0138] In this embodiment, when 5 box girders exist on the pedestal at the same time (see Figure 17 ), and the gantry crane moves to each section, the slope top load is the most unfavorable to the stability of the embankment slope.

[0139] At this time, the load combination S d is as follows:

[0140]

[0141] In the formula, n is the number of pedestals in the box girder precast area, and n is 5 in this embodiment.

[0142] Case 4: Transfer operation, the gantry crane lifts the box girder closest to the embankment slope, and the remaining pedestals store precast box girders at the same time.

[0143] In this embodiment, 4 box girders exist on the pedestal at the same time, and the gantry crane lifts the 5# box girder (see Figure 18 ), and the slope top load is the most unfavorable to the stability of the embankment slope.

[0144] At this time, the load combination S d is as follows:

[0145]

[0146] In the formula, n is the number of pedestals in the box girder precast area, and n is 5 in this embodiment.

[0147] The most unfavorable working condition of the box girder storage area includes:

[0148] Case 5: No transfer operation, all box girders exist on the pedestal at the same time, and the gantry crane moves to the embankment slope.

[0149] In this embodiment, when 14 box girders exist on the pedestal at the same time (see Figure 19 ), and the gantry crane moves to each section, the slope top load is the most unfavorable to the stability of the embankment slope.

[0150] At this time, the load combination S d is as follows:

[0151] S d = G1 + mG4 + G5 + G6 + Q1

[0152] In the formula, m is the maximum number of box girders stored in the box girder storage area, and m is 14 in this embodiment.

[0153] Working condition 6: transfer operation, the gantry crane lifts the box girder closest to the embankment slope, and the remaining box girders exist on the pedestal at the same time.

[0154] In this embodiment, there are 13 box girders on the pedestal at the same time during the box girder transfer operation, and the gantry crane lifts the 7# box girder (see Figure 20 ) when the slope top load is the most unfavorable for the stability of the embankment slope.

[0155] At this time, the load combination S d is as follows:

[0156] S d =G1+(m-1)G4+G5+G6+Q1+Q3;

[0157] In the formula, m is the maximum number of box girders stored in the box girder storage area, and m is 14 in this embodiment.

[0158] S4: apply the corresponding load according to the most unfavorable working condition, and analyze and calculate to judge the stability of each section of the embankment slope.

[0159] I. Stability coefficient method

[0160] The stability coefficient method is adopted for the calculation and analysis of the stability of the slope, and the stability coefficient for the calculation and analysis of the stability of the slope is calculated according to the following formula:

[0161]

[0162] In the formula: F S — embankment stability coefficient; b i — the width of the ith soil strip; α i — the inclination of the bottom sliding surface of the ith soil strip; c i , — the cohesion and internal friction angle of the soil layer where the sliding arc of the ith soil strip is located; m αi — coefficient; W i — the gravity of the ith soil strip; Q i — the vertical external force of the ith soil strip.

[0163] The calculation results of the precast area are shown in Table 2 below:

[0164] Table 2: Stability calculation results of the precast area (stability coefficient method)

[0165]

[0166] The calculation results of the box girder storage area are shown in Table 3 below:

[0167] Table 3: Stability calculation results of the box girder storage area (stability coefficient method)

[0168]

[0169] II. Finite difference method (FLAC 3D )

[0170] The strength reduction method is used for the calculation and analysis of slope stability, and the shear strength reduction factor is extended on the basis of the theory of strength reduction method.

[0171] The stability factor in the strength reduction method is the ratio of the shear strength corresponding to the critical state of the slope to the initial state. The application process of the shear strength is shown in the following formula.

[0172]

[0173] In the formula, c d —reduced cohesion, —reduced internal friction angle, c—pre-reduced cohesion, —pre-reduced internal friction angle, F d —reduction factor.

[0174] The shear strength reduction theory is actually a reduction of the shear strength of the slope rock-soil mass. In the engineering calculation process, the strength reduction factor F d should be taken as the independent variable, and the strength reduction factor F d is valued in a reasonable range, and then the corresponding shear strength parameters of the rock-soil mass under different strength reduction factors are obtained according to the shear strength formula. The corresponding parameters are introduced into the numerical simulation software for analysis, and the strength reduction factor is increased until the slope reaches the critical failure state.

[0175] According to the finite difference method, the stability of each section is calculated and analyzed. Taking working condition 1 as an example, the stability calculation results of each section are shown in Figure 21 .

[0176] The calculation results of each section using the finite difference method are shown in Table 4.

[0177] Table 4 Summary of stability calculation results of precast area (finite difference method)

[0178]

[0179] The calculation results of the beam area are shown in Table 5 as follows:

[0180] Table 5 Summary of stability calculation results of beam area (stability factor method)

[0181]

[0182] Example 2

[0183] An analysis device comprises at least one processor, and a memory connected with the at least one processor in communication; the memory stores instructions executable by the at least one processor, and the instructions are executed by the at least one processor to enable the at least one processor to perform a beam yard embankment slope stability calculation method as described in Embodiment 1.

[0184] Embodiment 3

[0185] A computer readable storage medium has a computer program stored thereon, and the computer program is executed by a processor to implement steps of a beam yard embankment slope stability calculation method as described in Embodiment 1.

[0186] The above merely provides the preferred embodiments of the application, and is not intended to limit the application. Any modification, equivalent replacement, and improvement made within the spirit and principle of the application shall fall within the protection scope of the application.

Claims

1. A method for calculating the stability of embankment slopes in a beam yard, characterized in that: The following steps are involved: S1: Establish a 3D geological model based on stratigraphic information; S2: Determine the load information based on the beam yard layout and operation conditions, including: Permanent load G = pavement structure self-weight load G1 + box girder base expanded foundation self-weight load G2 + box girder base self-weight load G3 + box girder self-weight load G4 + gantry crane track foundation load G5 + gantry crane track expanded foundation load G6; Variable load Q = gantry crane deadweight load Q1 + vehicle load Q2 + gantry crane box girder transfer load Q3; S3: Divide the beam yard area into the box beam prefabrication area and the box beam storage area, and determine the most unfavorable working conditions of the box beam prefabrication area and the box beam storage area respectively, where: The most unfavorable working conditions in the box girder prefabrication area include: Working condition 1: No transfer operation, the box girder is located on the pedestal closest to the embankment slope, there are no prefabricated box girders on the other pedestals, and the gantry crane moves to the embankment slope; Working condition 2: During the transfer operation, the gantry crane lifts the box girder closest to the embankment slope, and there are no prefabricated box girders on the other pedestals; Working condition 3: No transfer operation, all box girders are on the pedestal at the same time, and the gantry crane moves to the embankment slope; Working condition 4: Transfer operation, when the gantry crane lifts the box girder closest to the embankment slope, and prefabricated box girders are stored on other pedestals at the same time; The most unfavorable working conditions in the beam storage area include: Working condition 5: No transfer operation, all box girders are on the pedestal at the same time, and the gantry crane moves to the embankment slope; Working condition 6: Transfer operation, when the gantry crane lifts the box girder closest to the embankment slope, and the remaining box girders are on the pedestal at the same time; S4: Apply corresponding loads according to the most unfavorable working conditions, perform analysis and calculation, and determine the stability of each section of the embankment slope.

2. A beam field embankment slope stability calculation method according to claim 1, characterized in that: The pavement structure self-weight load G1 includes the self-weight of the prefabrication area, the beam storage area and the beam yard channel. The self-weight of the prefabrication area, the beam storage area and the beam yard channel acts on the top of the slope as a uniformly distributed load.

3. The method for calculating the stability of embankment slope in a beam field according to claim 1, characterized in that: The gantry crane's deadweight load Q1 is treated as a uniformly distributed load acting within the range of the track expansion foundation, and the vehicle load Q2 is treated as a uniformly distributed load acting within the range of the vehicle's external dimensions.

4. The method for calculating the stability of embankment slope in a beam field according to claim 1, characterized in that: For the load Q3 when the gantry crane transfers the box girder, when the gantry crane lifts the box girder closest to the embankment slope, the loads borne by the legs on both sides of the gantry crane are not equal, and the load borne by the leg on the air-facing side is greater than that on the other side. The loads on the legs on both sides are calculated separately, and they are treated as uniformly distributed loads acting on the track expansion foundation during analysis and calculation.

5. The method for calculating the stability of embankment slope in a beam field according to claim 1, characterized in that: The load combination S of the working condition 1 d As shown in the following formula: The load combination S of working condition 2 d As shown in the following formula: The load combination S of working condition 3 d As shown in the following formula: The load combination S of the working condition 4 d As shown in the following formula: The load combination S of the working condition 5 d As shown in the following formula: S d =G1+mG4+G5+G6+Q1; The load combination S of working condition 6 d As shown in the following formula: Sd=G1+(m-1)G4+G5+G6+Q1+Q3; Where n is the number of pedestals in the box girder prefabrication area, and m is the maximum number of box girders stored in the box girder storage area.

6. The method for calculating the stability of embankment slope in a beam field according to claim 1, characterized in that: The stability coefficient of slope stability analysis is calculated according to the following formula: Where: F S ——Embankment stability coefficient; b i ——width of the i-th soil strip; α i ——the inclination angle of the sliding surface at the bottom of the i-th soil strip; c i 、 ——cohesion and internal friction angle of the soil layer where the sliding arc of the i-th soil strip is located; m αi ——coefficient; W i ——gravity of the i-th soil strip; Q i ——Vertical external force of the i-th soil strip.

7. The method for calculating the stability of embankment slope in a beam field according to claim 1, characterized in that: The slope stability calculation and analysis is carried out using the strength reduction method.

8. A beam field embankment slope stability calculation method according to claim 7, characterized in that: The strength reduction factor F d As an independent variable, the strength reduction factor F d The shear strength parameters of the rock and soil mass corresponding to different strength reduction coefficients are obtained according to the shear strength formula. The corresponding parameters are imported into the finite element analysis software for analysis, and the strength reduction coefficient is continuously increased until the slope reaches the critical failure state. The shear strength formula is: Where c d ——the reduced cohesion, ———internal friction angle after reduction, c——cohesion before reduction, ——internal friction angle before reduction, F d ——Reduction factor.

9. An analytical device, characterized in that The method comprises at least one processor and a memory in communication with the at least one processor; the memory stores instructions executable by the at least one processor, and the instructions are executed by the at least one processor so that the at least one processor can execute a beam yard embankment slope stability calculation method as described in any one of claims 1 to 8.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the steps of the method for calculating the stability of the embankment slope of a beam yard as described in any one of claims 1 to 8 are implemented.

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