Beam field embankment slope stability calculation method

Abstract

The invention relates to the field of stability analysis, in particular to a beam field embankment slope stability calculation method, which comprises the following steps of S1, establishing a three-dimensional geologic model according to stratum information; s2, load information is determined according to beam field arrangement and operation conditions; s3, the beam field area is divided into a box beam prefabricating area and a box beam storage area, and the most unfavorable working conditions of the box beam prefabricating area and the box beam storage area are determined respectively; and S4, applying a corresponding load according to the most unfavorable working condition, carrying out analysis and calculation, and judging the stability of each section of the embankment slope. The invention provides a new calculation method for the stability calculation of the beam field embankment slope, the selection of the load combination and the most unfavorable working condition is specially researched, the influence of the arrangement of the beam field close to the embankment slope on the slope stability can be analyzed, and the stability of the beam field embankment slope is ensured.

Description

Technical Field

[0001] The invention relates to the field of stability analysis, and in particular to a method for calculating the stability of a beam field embankment slope. Background Art

[0002] The stability of embankment slopes is one of the key factors to ensure the safety of engineering structures such as roads and embankments. The stability of embankment slopes refers to the ability of embankment slopes to maintain their geometric shape and stable state under the action of various external loads (such as vehicle loads, deadweight, wind, water power, etc.). Simply put, the embankment slope will not slip, collapse, or other damage due to external factors. Due to construction conditions, some projects have beam yards set up close to embankment slopes. The storage of beams in the beam yard and the lifting of beams will generate large loads, which in turn affect the stability of the embankment slopes. Therefore, it is necessary to propose a new calculation method specifically for the calculation of embankment slope stability in the beam yard to ensure the stability of the embankment slope in the beam yard. Summary of the invention

[0003] The purpose of the present invention is to overcome the deficiencies in the prior art and provide a method for calculating the stability of a beam field embankment slope.

[0004] In a first aspect, the present invention provides a method for calculating the stability of a beam field embankment slope, comprising the following steps:

[0005] S1: Establish a three-dimensional geological model based on stratigraphic information;

[0006] S2: Determine the load information based on the beam yard layout and operation conditions, including:

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

[0008] Variable load Q = gantry crane deadweight load Q1 + vehicle load Q2 + gantry crane transfer box girder load Q3;

[0009] 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:

[0010] The most unfavorable working conditions in the box girder prefabrication area include:

[0011] Working condition 1: There is 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;

[0012] 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;

[0013] Working condition 3: There is no transfer operation, all box girders are on the pedestal at the same time, and the gantry crane moves to the embankment slope;

[0014] 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;

[0015] The most unfavorable working conditions in the beam storage area include:

[0016] Working condition 5: There is no transfer operation, all box girders are on the pedestal at the same time, and the gantry crane moves to the embankment slope;

[0017] Working condition 6: Transfer operation, when the gantry crane lifts the box girder closest to the embankment slope, and the other box girders are on the pedestal at the same time;

[0018] 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.

[0019] Preferably, the pavement structure self-weight load G1 includes the self-weight of the prefabrication area, the beam storage area and the beam yard channel, and the self-weight of the prefabrication area, the beam storage area and the beam yard channel respectively acts on the top of the slope as a uniformly distributed load.

[0020] Preferably, the gantry crane deadweight load Q1 is processed as a uniformly distributed load acting within the range of the track expansion foundation, and the vehicle load Q2 is processed as a uniformly distributed load acting within the range of the vehicle's external dimensions.

[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 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 of 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.

[0022] Preferably, the load combination S of working condition 1 is d As shown below:

[0023]

[0024] The load combination S of the working condition 2 d As shown below:

[0025]

[0026] The load combination S of the working condition 3 d As shown below:

[0027]

[0028] The load combination S of the working condition 4 d As shown below:

[0029]

[0030] The load combination S of the working condition 5 d As shown below:

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

[0032] The load combination S of the working condition 6 d As shown below:

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

[0034] 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.

[0035] Preferably, the stability coefficient of the slope stability calculation analysis is calculated as follows:

[0036]

[0037] 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 ith soil strip; Q i ——Vertical external force on the ith soil strip.

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

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

[0040] Preferably, the strength reduction factor F d As an independent variable, the strength reduction factor F d Take the value, and then use the shear strength formula to obtain the shear strength parameters of the corresponding rock and soil under different strength reduction coefficients. Import the corresponding parameters into the finite element analysis software for analysis, and continuously increase the strength reduction coefficient until the slope reaches the critical failure state;

[0041]

[0042] The shear strength formula is:

[0043] In the formula, c d ——the reduced cohesion, ———internal friction angle after reduction, c——cohesion before reduction, ——internal friction angle before reduction, F d ——reduction factor.

[0044] In a second aspect, the present invention provides an analysis device comprising at least one processor and a memory communicatively connected to 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 any of the methods for calculating the slope stability of a beam field embankment.

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

[0046] Compared with the prior art, the present invention has the following beneficial effects:

[0047] The present invention proposes a new calculation method specifically for the stability calculation of the embankment slope of the beam field, conducts special research on the load combination and the selection of the most unfavorable working conditions, and can analyze the impact of the setting of the beam field close to the embankment slope on the slope stability, thereby ensuring the stability of the embankment slope of the beam field. BRIEF DESCRIPTION OF THE DRAWINGS

[0048] Figure 1 This is a schematic diagram of the locations of the beam prefabrication area and beam storage area of ​​a certain beam yard.

[0049] Figure 2 This is the cross-section diagram of the prefabrication area of ​​a small box girder in a certain beam yard.

[0050] Figure 3 Design the large-scale drawing of the box girder pedestal and pedestal foundation for a certain beam yard.

[0051] Figure 4 This is the cross-section diagram of the storage area of ​​a 25m small box girder in a certain beam yard.

[0052] Figure 5 This is a typical geological cross-section diagram of the small box girder prefabrication area in a certain beam yard.

[0053] Figure 6 This is a typical geological cross-section diagram of the small box girder storage area in a certain beam yard.

[0054] Figure 7 This is the finite difference model diagram of the cross-section of the prefabrication area of ​​a small box girder in a certain beam yard.

[0055] Figure 8This is the finite difference model diagram of the cross-section of the small box girder storage area in a certain beam yard.

[0056] Fig. 9 This is a typical cross-section diagram of the expanded foundation of the box girder base in the small box girder prefabrication area of ​​a certain beam yard.

[0057] Fig.10 for Fig. 9 AA section view and BB section view.

[0058] Fig.11 This is the general design drawing of the gantry crane foundation in the small box girder prefabrication area of ​​a certain beam yard.

[0059] Fig.12 Design drawing for 100t gantry crane.

[0060] Fig.13 This is a schematic diagram of the most unfavorable working condition during the transportation of box girders in the prefabrication area of ​​25m small box girders in a certain beam yard.

[0061] Fig.14 This is a schematic diagram of the most unfavorable working condition during the transportation of box girders in the storage area of ​​a 25m small box girder in a certain beam yard.

[0062] Fig.15 This is a schematic diagram of the most unfavorable working condition when the box girders in the prefabrication area of ​​a 25m small box girder in a certain beam yard are not transported.

[0063] Fig.16 This is a schematic diagram of the most unfavorable working condition during the transportation of box girders in the prefabrication area of ​​25m small box girders in a certain beam yard.

[0064] Fig.17 This is a schematic diagram of the most unfavorable working condition when the box girders in the prefabrication area of ​​a 25m small box girder in a certain beam yard are not transported.

[0065] Fig.18 This is a schematic diagram of the most unfavorable working condition during the transportation of box girders in the prefabrication area of ​​25m small box girders in a certain beam yard.

[0066] Fig.19 This is a schematic diagram of the most unfavorable working condition when the box girders in the storage area of ​​a 25m small box girder in a certain beam yard are not transported.

[0067] Fig. 20 This is a schematic diagram of the most unfavorable working condition when the box girder is transported in the storage area of ​​a 25m small box girder in a beam yard.

[0068] Fig.21 This is a cross-sectional diagram showing the stability calculation results for Condition 1 of the prefabrication area of ​​a 25m small box girder in a certain beam yard. DETAILED DESCRIPTION

[0069] The present invention is further described in detail below in conjunction with specific embodiments. However, it should not be understood that the scope of the above subject matter of the present invention is limited to the following embodiments, and all technologies realized based on the content of the present invention belong to the scope of the present invention.

[0070] Unless otherwise specified, in the description of the specific embodiments of the present invention, the terms indicating the orientation or position relationship such as "up", "down", "left", "right", "center", "inside", "outside", etc. are all based on the expression of the orientation or position relationship shown in the drawings, or are the orientation or position relationship when the invented product / equipment / device is usually used. These terms of orientation or position relationship are only for the convenience of describing the scheme of the present invention or simplifying the description in the specific embodiments, so as to facilitate the technicians to quickly understand the scheme, and do not indicate or imply that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific position relationship, and therefore cannot be understood as a limitation on the present invention.

[0071] In addition, if the terms "horizontal", "vertical", "overhanging", "parallel" and the like appear, it does not mean that the corresponding devices / components / elements are required to be absolutely horizontal or vertical or overhanging or parallel, but may be slightly tilted or have deviations. For example, "horizontal" only means that its direction is more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but may be slightly tilted. Alternatively, it can be simplified to mean that the corresponding devices / components / elements are set in directions such as "horizontal", "vertical", "overhanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, and more preferably an error / deviation within ±4%. 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 invention.

[0072] In addition, the expressions “first”, “second”, “third”, etc., which appear in the terms, are merely used to distinguish the description of the same or similar components and should not be understood as emphasizing or implying the relative importance of specific components.

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

[0074] In addition, in the description of the technical solution of the present invention, unless otherwise clearly specified / defined / restricted, the terms "set", "install", "connect", "connected", "provided with", "laid", and "arranged" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection, and can be welding, riveting, bolting, threading, and other commonly used connection means in the field. This connection can be a mechanical connection, an electrical connection, or a communication connection; it can be a direct connection, or an indirect connection through an intermediate medium, and it can be the internal connection of two elements.

[0075] Example 1

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

[0077] Table 1 List of embankment slope conditions of each section in the prefabrication area and beam storage area

[0078]

[0079] The starting and ending pile numbers of the beam yard prefabrication area are K944+278~K944+345, the embankment is filled, and the slope height is 9.6~19.8m; the starting and ending pile numbers of the beam yard storage area are K944+345~K944+380, the embankment is filled, and the slope height is 11.2~18.2m. The slope surface is protected by an arched skeleton slope protection, and interception and drainage ditches are set on the top of the slope to drain surface water. The slope conditions of the embankment of each section are shown in Table 1.

[0080] The prefabrication area of ​​25m small box beam in the beam yard covers an area of ​​72m×34m, covering a total area of ​​2448m 2 ; Set up 10 25m box beam prefabricated pedestals (2 rows), the pedestal size is 25.7m×0.9m×0.3m; the pedestal foundation is a long strip, the foundation size is 25.7m×2.5m×0.5m, and the horizontal spacing is 2.4m. Figure 2 , Figure 3 shown.

[0081] The beam storage area of ​​the 25m small box beam in the beam yard covers an area of ​​35m×34m, a total of 1190m 2 , set up a beam storage pedestal, set up two volumes, store 14 box beams during peak hours, and set up a beam yard channel for beam transport vehicles in the site, such as Figure 4 shown.

[0082] According to the "Survey Report", the soil layers within the exploration depth of the site can be divided into three strata from top to bottom in the prefabrication area based on their geological origin, sedimentary rhythm, and engineering physical and mechanical properties. No drilling operations were carried out in the beam storage area. The distribution of the strata is based on the prefabrication area. The typical geological section diagram is as follows: Figure 5 , 6 shown.

[0083] 1) Plain fill (Q4 ml )

[0084] Grayish yellow, yellowish brown, loose, mainly composed of fine sand and a small amount of powdery clay, distributed throughout the site, with a layer bottom burial depth of 8.50-18.20m and a layer thickness of 8.50-18.20m. This layer was subjected to 6 standard penetration tests, with the measured number of hits N'=7-9, the average value of 7.8, and the standard value of 7.2; the corrected number of hits N=5.8-7.5, the average value of 6.6, and the standard value of 6.1.

[0085] 2) Strongly weathered granite

[0086] Grayish white, grayish yellow, dense. Some granite structures can be identified, most of the feldspar has become soft, and it is half rock and half soil columnar, and it is sandy when cut and scattered. The whole site is distributed, the top of the layer is buried at a depth of 8.50-18.20m, the bottom of the layer is buried at a depth of 9.00-20.80m, and the layer thickness is 0.50-3.60m. This layer was subjected to 4 standard penetration tests, and the measured number of blows N'=71-74, with an average of 72.5 blows; the corrected number of blows N=50.6-61.4, with an average of 53.5 blows.

[0087] 3) Moderately weathered granite

[0088] Grayish yellow, grayish white, mainly columnar, with a small amount of block, granite structure, blocky structure, composed of feldspar, quartz, mica and dark minerals. RQD = 38 ~ 65. Distribution throughout the site. The rock hardness classification belongs to the relatively hard rock type, the rock integrity is relatively broken, the basic quality grade of the rock mass is Grade IV, and no open face, caves, cracks and fault zones were found during the survey. The top of the layer is buried at a depth of 9.00 ~ 20.80m, the bottom of the layer has not been exposed, and the exposed thickness is 3.40 ~ 3.80m.

[0089] A method for calculating the stability of a beam field embankment slope comprises the following steps:

[0090] S1: Establish a 3D geological model based on the stratum information. Preferably, you can follow the steps of CAD profile → Midas GTS → FLAC 3D The three-dimensional geological model is established sequentially. The model is divided into three groups according to the distribution of strata. In order to minimize the impact of boundary conditions, the calculation range is selected as follows: (2 to 3) times the slope height in the vertical direction; (1.8 to 3) times the slope height 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., the Z=0 surface. The top of the model is unconstrained and is a free surface. After the model is established, in order to improve the accuracy and efficiency of the calculation, the mesh is divided according to the principle of gradually encrypting from top to bottom. The model after mesh division is as follows Figure 7-8 shown.

[0091] S2: Determine the load information based on the beam yard layout and operation conditions, including:

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

[0093] Variable load Q = gantry crane deadweight load Q1 + vehicle load Q2 + gantry crane load when transferring box girder Q3.

[0094] (1) Permanent load G

[0095] 1) Pavement structure self-weight load G1

[0096] Prefabrication area: 10cm thick gravel cushion is laid on the ground; C25 concrete is used for hardening, 10cm high. The gravel cushion weight is 28kN / m 3 The calculated load value of the pavement hardening layer is 2.8 kN / m 2 ; C25 concrete weight is 23.8kN / m 3 The calculated load value of the pavement hardening layer is 2.38 kN / m 2 . Pavement structure load value 5.18kN / m 2 It acts as a uniformly distributed load on the top of the slope.

[0097] Beam storage area: 10cm thick gravel cushion is laid on the ground. The gravel cushion weight is 28kN / m 3 The calculated load value of the pavement hardening layer is 2.8 kN / m 2 , acting as a uniformly distributed load on the top of the slope.

[0098] Beam yard channel: The ground is hardened with C25 concrete, 10cm thick. The weight of C25 concrete is 23.8kN / m 3 The calculated load value of the pavement hardening layer is 2.38 kN / m 2 , acting as a uniformly distributed load on the top of the slope.

[0099] 2) Box girder base enlarges foundation deadweight load G2

[0100] The total length of the expanded foundation of the box girder base is about 25m, with a design height of 0.5m and a design width of 2.5m within 2m of the end; the design height of the rest of the position is 0.2m and the design width is 1.9m. Figure 9-10 The following simplifications are made during calculation: the foundation height is uniformly 0.5m, the width is uniformly 2.5m, but the average weight of concrete and fill is taken, i.e. 20kN / m 3 , the calculated enlarged foundation self-weight load value G2 = 10kN / m 2 , distribution range: 25m×2.5m.

[0101] 3) Box girder base deadweight load G3

[0102] The box beam base is 0.3m high and 0.9m wide. The base is designed as follows: Fig.10 The concrete weight is 25kN / m 3 The calculated deadweight load of the box girder base is 7.5 kN / m 2 , with a distribution range of 25m×0.9m. In the analysis and calculation, it is treated as a uniformly distributed load acting on the expanded foundation range of the box girder base, and the calculation results are G3=2.7kN / m 2 , distribution range: 25m×2.5m.

[0103] 4) Box girder self-weight load G4

[0104] Prefabrication area:

[0105] The deadweight of a 25m box girder is 80.15t. It is placed on the box girder pedestal and transferred to the slope through the expanded foundation of the pedestal. When analyzing and calculating, it is treated as a uniformly distributed load acting within the expanded foundation of the box girder base, and the calculated value is G4 = 12.816kN / m 2 , distribution range: 25m×2.5m.

[0106] Storage area:

[0107] The deadweight of a 25m box girder is 80.15t. It is placed directly on the gravel cushion at the top of the slope. When analyzing and calculating the box girder pedestal, it is treated as a uniformly distributed load. The calculated G4 is 32.04kN / m. 2 , distribution range: 25m×1.0m.

[0108] 5) Gantry crane track foundation load G5

[0109] According to the design drawing of the gantry crane track foundation, the track foundation uses C30 concrete and the track foundation height is 0.5m. The weight of C30 concrete is 24.5kN / m 3 , it is treated as a uniformly distributed load acting on the track expansion foundation range during analysis and calculation, and the calculated value is G5 = 6.125 kN / m 2 , distribution range: track length × 1.0m.

[0110] 6) Gantry crane track expansion foundation load G6

[0111] According to the design drawing of gantry crane track foundation, Fig.11 As shown, the track foundation uses C30 concrete, and the track expansion foundation height is 0.2m. The weight of C30 concrete is 24.5kN / m 3 , concrete weight is 24.5kN / m 3 , calculate the uniform load value of track expansion foundation G6 = 4.9kN / m 2, distribution range: track length × 1.0m.

[0112] (2) Variable load Q

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

[0114] The deadweight of a 100t gantry crane is 55t, and the load shared by the outriggers on one side is 275kN. According to the design drawing of the 100t gantry crane, the wheelbase is 6.2m. Fig.12 When analyzing and calculating, it is treated as a uniformly distributed load acting within the scope of the track expansion foundation, that is, Q1 = 44.35 kN / m 2 , distribution range: track length × 1.0m.

[0115] 2) Vehicle load (Q2)

[0116] During the prefabrication construction of the box girder prefabrication area, the main construction machinery is the Zoomlion ZLJ5318GJBJEF concrete mixer truck. According to the technical parameters of the truck, the truck has an overall dimension of 9.9m × 2.5m × 3.96m in length × width × height, a deadweight of 31t, and a rated load of 18.58t; according to the load equivalence principle, its load in the fully loaded state is equivalent to a uniformly distributed load, i.e. Q2 = 20.03kN / m 2 , distribution range: 9.9m×2.5m.

[0117] 3) Load when gantry crane transfers box beam (Q3)

[0118] During the process of transporting the box girder from the prefabrication area to the storage area, a double gantry crane is used to lift the box girder. At this time, a single gantry crane bears a weight of 40.075t for each box girder, that is, each is subjected to a force of 400.75kN.

[0119] Prefabrication area:

[0120] When lifting the 5# box girder (such as Fig.13 (as shown in the figure), the loads borne by the legs on both sides of the gantry crane are not equal, which means that the leg on the air-facing side bears a larger load, which is most unfavorable to the stability of the slope.

[0121] According to the structural mechanics formula, when lifting the 5# box girder, the force on the right leg is: ((31000-4150) / 31000)×400.75=347.1kN, and the force on the left leg is: 53.65kN; in the analysis and calculation, it is treated as a uniformly distributed load acting on the track expansion foundation, that is, Q3 left=8.65kN / m 2 , Q3 right = 55.98kN / m 2 .

[0122] Storage area:

[0123] When lifting the 7# box girder (such as Fig.14 (as shown in the figure), the loads borne by the legs on both sides of the gantry crane are not equal, which means that the leg on the air-facing side bears a larger load, which is most unfavorable to the stability of the slope.

[0124] According to the structural mechanics formula, when lifting the 7# box girder, the force on the right leg is: ((31000-2095) / 31000)×400.75=373.67kN, and the force on the left leg is: 27.08kN; in the analysis and calculation, it is treated as a uniformly distributed load acting on the track expansion foundation, that is, Q3 left=4.37kN / m 2 , Q3 right = 60.27 kN / m 2 .

[0125] 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:

[0126] The most unfavorable working conditions in the box girder prefabrication area include:

[0127] 1. Normal flow operation

[0128] Working condition 1: There is 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.

[0129] In this embodiment, when the 5# box beam (see Fig.15 ) is located on the pedestal (according to the box girder construction plan, there are no prefabricated box girders on the other pedestals), and when the gantry crane moves to each section, the slope top load is most unfavorable to the stability of the embankment.

[0130] At this time, the load combination S d As shown below:

[0131]

[0132] 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.

[0133] In this embodiment, the gantry crane lifts the 5# box beam (see Fig.16 ) (according to the box girder construction plan, prefabrication of box girders on other pedestals has not yet begun at this time), the slope top load is most unfavorable to the stability of the embankment slope.

[0134] At this time, the load combination S d As shown below:

[0135]

[0136] 2. Poor assembly line operation (only considering extreme cases)

[0137] Working condition 3: There is no transfer operation, all box girders are on the pedestal at the same time, and the gantry crane moves to the embankment slope.

[0138] In this embodiment, when there is no transfer operation, when 5 box beams are simultaneously on the pedestal (see Fig.17 ), and when the gantry crane moves to each section, the slope top load is most unfavorable to the stability of the embankment slope.

[0139] At this time, the load combination S d As shown below:

[0140]

[0141] Wherein, n is the number of pedestals in the box girder prefabrication area, and n is 5 in this embodiment.

[0142] 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 the other pedestals at the same time.

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

[0144] At this time, the load combination S d As shown below:

[0145]

[0146] Wherein, n is the number of pedestals in the box girder prefabrication area, and n is 5 in this embodiment.

[0147] The most unfavorable working conditions in the beam storage area include:

[0148] Working condition 5: There is no transfer operation, all box girders are on the pedestal at the same time, and the gantry crane moves to the embankment slope.

[0149] In this embodiment, when there is no transfer operation, when 14 box beams are simultaneously present on the pedestal (see Fig.19 ), and when the gantry crane moves to each section, the slope top load is most unfavorable to the stability of the embankment slope.

[0150] At this time, the load combination S d As shown below:

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

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

[0153] 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.

[0154] In this embodiment, during the box beam transfer operation, 13 box beams are simultaneously present on the pedestal, and the gantry crane lifts the 7# box beam (see Fig. 20 ), the top load is most unfavorable to the stability of the embankment slope.

[0155] At this time, the load combination S d As shown below:

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

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

[0158] 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.

[0159] 1. Stability coefficient method

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

[0161]

[0162] 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 ith soil strip; Q i ——Vertical external force on the ith soil strip.

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

[0164] Table 2 Statistical table of stability calculation results of prefabricated area (stability coefficient method)

[0165]

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

[0167] Table 3 Statistical table of stability calculation results of beam storage area (stability coefficient method)

[0168]

[0169] 2. Finite Difference Method (FLAC 3D )

[0170] The slope stability calculation and analysis is carried out using the strength reduction method, and the shear strength reduction coefficient is expanded on the basis of the strength reduction method theory.

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

[0172]

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

[0174] The shear strength reduction theory is actually to reduce the shear strength of the slope rock and soil. In the engineering calculation process, the strength reduction factor F should be first d As an independent variable, the strength reduction factor F is calculated within a reasonable range. d The values ​​are taken, and then the shear strength parameters of the corresponding rock and soil mass under different strength reduction factors are obtained according to the shear strength formula. The corresponding parameters are imported into the numerical simulation software for analysis, and the strength reduction factor is continuously increased until the slope reaches the critical failure state.

[0175] The stability analysis and calculation of each section was carried out according to the finite difference method. Taking working condition 1 as an example, the stability calculation results of each section are as follows: Fig.21 shown.

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

[0177] Table 4 Prefabricated area stability calculation results (finite difference method)

[0178]

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

[0180] Table 5 Statistical table of stability calculation results of beam storage area (stability coefficient method)

[0181]

[0182] Example 2

[0183] An analysis device includes at least one processor and a memory connected to the at least one processor in communication; the memory stores instructions that can be executed 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 method for calculating the stability of a beam field embankment slope as described in Example 1.

[0184] Example 3

[0185] A computer-readable storage medium stores a computer program, which, when executed by a processor, implements the steps of a method for calculating the stability of a beam yard embankment slope as described in Example 1.

[0186] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A method for calculating the stability of embankment slope in a beam field, characterized in that: The following steps are involved: S1: Establish a three-dimensional geological model based on stratigraphic information; S2: Determine the load information based on the beam yard layout and operation conditions, including: Permanent load G = self-weight load of pavement structure G1 + self-weight load of enlarged foundation of box girder base G2 + self-weight load of box girder base G3 + self-weight load of box girder G4 + gantry crane track foundation load G5 + gantry crane track enlarged foundation load G6; Variable load Q = gantry crane deadweight load Q1 + vehicle load Q2 + gantry crane transfer box girder 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: There is 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: There is 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: There is 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 other 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 the embankment slope of a beam field according to claim 1, characterized in that: The gantry crane 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. A beam field embankment slope stability calculation method according to claim 1, characterized in that: For 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 outriggers on both sides of the gantry crane are not equal, and the load borne by the outrigger on the airside is greater than that on the other side. The loads on the outriggers 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 below: The load combination S of the working condition 2 d As shown below: The load combination S of the working condition 3 d As shown below: The load combination S of the working condition 4 d As shown below: The load combination S of the working condition 5 d As shown below: S d =G1+mG4+G5+G6+Q1; The load combination S of the working condition 6 d As shown below: 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. A beam field embankment slope stability calculation method according to claim 1, characterized in that: The stability coefficient of slope stability analysis is calculated as follows: 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 ith soil strip; Q i ——Vertical external force on the ith 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 Take the value, and then use the shear strength formula to obtain the shear strength parameters of the corresponding rock and soil under different strength reduction coefficients. Import the corresponding parameters into the finite element analysis software for analysis, and continuously increase the strength reduction coefficient until the slope reaches the critical failure state; The shear strength formula is: In the formula, 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 analysis device, characterized in that: It includes at least one processor and a memory that is communicatively connected to the at least one processor; the memory stores instructions that can be executed 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 field embankment slope stability calculation method as described in any one of claims 1-8.

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 a method for calculating the stability of a beam yard embankment slope are implemented as described in any one of claims 1-8.

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