A method and system for preventing settlement when closely following existing railway lines.

Abstract

This invention discloses a method and system for preventing settlement under existing railway lines. The method includes: constructing a numerical model of the section under the existing railway line; performing simulation monitoring based on the numerical model to obtain the relationships between the spacing of the I-beams, the type of I-beams, the train speed on the existing line, and the affected area L of the adjacent soil layer of the frame structure, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer; calculating monitoring indicators for the frame structure within the section under the existing railway line in the current construction scenario, and performing settlement control for the current construction stage based on the correspondence between the monitoring indicators and the vibration amplification effect category; wherein, based on the monitoring indicators, the effects are divided into no vibration amplification effect, weak vibration amplification effect, and strong vibration amplification effect. This invention fills the technical gap in considering the influence of I-beam type and spacing on soil settlement under train vibration conditions, ensuring the construction safety of underpasses.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of settlement control, and particularly relates to a settlement control method and system under the condition of closely passing under an existing line. BACKGROUND

[0002] With the development of subway construction, the construction of new subway lines under existing lines cannot be avoided, and the vibration generated by train operation will affect the construction of newly excavated lines. That is, when closely passing under an existing line, the frame structure will deform and the surrounding soil will also settle due to the influence of train vibration. Therefore, it is of great significance to ensure the safety and stability of long-term tunnel operation to study the settlement control method of the frame structure closely passing under the existing line. At present, the settlement control method of the frame structure closely passing under the existing line under the condition of sand soil layer involves less research, and further research is needed to fill the technical gap and ensure the safety of construction. SUMMARY

[0003] The purpose of the application is to provide a settlement control method and system under the condition of closely passing under an existing line, which is used to study the influence of I-beam type, I-beam spacing and train running speed on soil settlement under the condition of closely passing under an existing line, and then propose a corresponding settlement control method, fill the technical gap of the settlement control method considering the influence of I-beam type and I-beam spacing on soil settlement under the condition of train vibration, and further ensure the safety of the construction of passing under the existing line.

[0004] In one aspect, the application provides a settlement control method under the condition of closely passing under an existing line, which comprises the following steps:

[0005] Step 1: constructing a numerical model of a section passing under an existing line, wherein the section passing under an existing line represents an interval where a frame structure is arranged under an existing line; and the frame structure built by I-beams is arranged at equal intervals along the construction direction;

[0006] Step 2: based on the numerical model, simulating monitoring to obtain the relationship between I-beam spacing, I-beam type, train running speed on the existing line and the affected range L of the adjacent soil layer of the frame structure, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer;

[0007] Step 3: based on the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer, dividing the vibration amplification effect into three types to obtain three types of vibration amplification effect, and constructing the monitoring index corresponding to the three types of vibration amplification effect;

[0008] The three types of vibration amplification effects are: no vibration amplification effect, weak vibration amplification effect, and strong vibration amplification effect.

[0009] The monitoring index is: train running speed on the existing line and equivalent stiffness, and the equivalent stiffness represents the change of the I-beam spacing and the I-beam type as the stiffness change of the I-beam.

[0010] Step 4: For the frame structure in the section of the construction scene under the existing line, the monitoring index is used to identify the vibration amplification effect, and the anti-settling treatment is carried out based on the vibration amplification effect.

[0011] Further optionally, the soil layer under the existing line region is a sand layer, and the monitoring index of the three types of vibration amplification effects has the following value range:

[0012] No vibration amplification effect: V≤40km / h; or 40≤V≤80km / h and Q>1;

[0013] Weak vibration amplification effect: 40≤V≤80km / h and 0.8≤Q≤1; or 80≤V≤120km / h and 0.5≤Q≤0.8;

[0014] Strong vibration amplification effect: 80≤V≤120km / h and 0.2≤Q≤0.5; or 120≤V≤160km / h;

[0015] Wherein, V represents the train running speed on the existing line, and Q represents the equivalent stiffness.

[0016] If the monitoring index belongs to two or more vibration amplification effects at the same time, the vibration amplification effect is determined according to the priority of strong vibration amplification effect, weak vibration amplification effect, and no vibration amplification effect from high to low.

[0017] If the monitoring index is not within the value range, an alarm or manual identification is performed.

[0018] The application derives the formula of a, L and S through numerical simulation, and further researches find that when V<40km / h, no matter how to change the type, spacing and other parameters of the I-shaped steel, the total a<0.068g, L<1.2m and S<3.8mm will be shown, and the vibration response is small, so the application divides it into no vibration amplification effect; when 40≤V≤160km / h (the highest speed of the existing subway train is 160km / h), only when 40≤V<80km / h and Q>1, a<0.068g, L<1.2m and S<3.8mm can be met; therefore, when V<40km / h or 40≤V<80km / h and Q>1, a<0.068g, L<1.2m and S<3.8mm will be met; the application judges it as no vibration amplification effect.

[0019] Similarly, when 120≤V≤160km / h, no matter how to change the type, spacing and other parameters of the I-shaped steel, the total 0.116≤a≤0.158g, 1.8≤L≤3.6m and 9.6≤S≤17.8mm will be shown, and the vibration response is large, that is, strong vibration amplification effect occurs; when V<120km / h, only when 80≤V<120km / h and 0.2≤Q≤0.5, 0.116≤a≤0.158g, 1.8≤L≤3.6m and 9.6≤S≤17.8mm will be met; therefore, when 120≤V≤160km / h or 80≤V<120km / h and 0.2≤Q≤0.5, 0.116≤a≤0.158g, 1.8≤L≤3.6m and 9.6≤S≤17.8mm, the application judges it as strong vibration amplification effect.

[0020] When 40≤V<80km / h and 0.8≤Q≤1 or 80≤V<120km / h and 0.5<Q≤0.8, 0.068≤a<0.116g, 1.2≤L<1.8m and 3.8≤S<9.6mm will be met, and the application judges it as weak vibration amplification effect.

[0021] It should be noted that the highest speed of the existing subway train is 160km / h, the running speed for research is 0-160km / h, when the speed exceeds 160km / h, it is regarded as strong vibration amplification effect or needs to be identified artificially; the whole research range of equivalent stiffness Q is Q≥0.2, because when Q<0.2, the equivalent stiffness is too small and does not meet the actual engineering requirement, at this time it is regarded as strong vibration amplification effect or needs to be identified artificially; in addition, if there is still a monitoring index not in the above range, such as a>0.158g, L>3.6m and S>17.8mm, it can be divided into strong vibration amplification effect; other working conditions can be prompted or identified artificially or judged by using the existing rules.

[0022] Further optionally, if the current construction scenario is that all frame structures in the section of the existing line have been laid, if the vibration amplification effect corresponding to the monitoring index is weak vibration amplification effect or strong vibration amplification effect, the operation of preventing settlement based on the vibration amplification effect is:

[0023] Weak vibration amplification effect: grouting control settlement is performed on the top plate of the upper pilot hole, and the grouting range does not need to completely coincide with the vibration amplification area;

[0024] Strong vibration amplification effect: grouting control settlement is performed on the top plate and the inner and outer side walls of the upper pilot hole, and the grouting range gradually decreases downward, and the grouting area coincides with the vibration amplification area.

[0025] Further optionally, if the current construction scenario is that all frame structures in the section of the existing line have not been laid, the operation of preventing settlement based on the vibration amplification effect is:

[0026] Based on the decreasing priority rule of no vibration amplification effect, weak vibration amplification effect and strong vibration amplification effect, the spacing and / or type of I-shaped steel are adjusted to update the equivalent stiffness or update the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer until the required vibration amplification effect is met, and finally the initial laying design of all frame structures in the section of the existing line is obtained, and the frame structure is laid.

[0027] Among them, the type of I-shaped steel mainly refers to different models of I-shaped steel, such as I-shaped steel I16, I18 and I20b.

[0028] Further optionally, if the current construction scenario is that part of the frame structure in the section of the existing line is to be laid, the operation of preventing settlement based on the vibration amplification effect is:

[0029] Based on the decreasing priority rule of no vibration amplification effect, weak vibration amplification effect and strong vibration amplification effect, the monitoring index corresponding to the current frame structure to be laid and the vibration amplification effect thereof are monitored;

[0030] If the vibration amplification effect is not the required vibration amplification effect, the type of I-shaped steel is dynamically adjusted to update the equivalent stiffness until the required vibration amplification effect is met, and finally the type of I-shaped steel of the current frame structure to be laid is obtained, and the subsequent frame structure is laid.

[0031] Further optionally, when the soil layer under the close-to-underpassing existing line area is a sand layer, the function types of the relationship formula of the I-beam spacing, the I-beam type, and the train running speed on the existing line respectively with the affected range L of the adjacent soil layer of the frame structure, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer obtained by the numerical model simulation in step 2 are as follows:

[0032]

[0033] wherein Q represents the equivalent stiffness, V represents the train running speed on the existing line, Y corresponds to the affected range L of the adjacent soil layer of the frame structure or the maximum settlement S of the adjacent soil layer or the maximum vibration acceleration a of the adjacent soil layer, a1-a9 and b1-b5 are coefficients.

[0034] When the coefficients are retained to be most 3 decimal points, the relationship formula of the I-beam spacing, the I-beam type, and the train running speed on the existing line respectively with the affected range L of the adjacent soil layer of the frame structure, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer is as follows:

[0035]

[0036]

[0037]

[0038] Further optionally, the formula of the equivalent stiffness is as follows:

[0039]

[0040] wherein Q represents the equivalent stiffness, n is a correction coefficient, B is the I-beam spacing of the frame structure, and I is the elastic modulus of different types of I-beams.

[0041] In a second aspect, the present application provides a settlement-preventing control system under the condition of close-to-underpassing existing line, which comprises:

[0042] a numerical model construction module, configured to construct a numerical model of an underpassing existing line section, wherein the underpassing existing line section represents an interval of the frame structure arranged below the existing line, and the frame structure constructed by I-beams is arranged at equal intervals along the construction direction;

[0043] a simulation module, configured to perform simulation monitoring based on the numerical model to obtain a relationship formula of the I-beam spacing, the I-beam type, and the train running speed on the existing line respectively with the affected range L of the adjacent soil layer of the frame structure, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer;

[0044] The classification module is configured to divide the vibration amplification effect into three types based on the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer, and to construct monitoring indexes corresponding to the three types of vibration amplification effect.

[0045] The three types of vibration amplification effect are no vibration amplification effect, weak vibration amplification effect, and strong vibration amplification effect.

[0046] The monitoring indexes are train running speed on the existing line and equivalent stiffness, and the equivalent stiffness represents changes in the spacing and type of I-beams as changes in the stiffness of the I-beams.

[0047] The settlement control strategy generation module is configured to identify the vibration amplification effect of the framework structure in the underpass existing line section based on the monitoring indexes, and to generate a settlement control strategy based on the vibration amplification effect.

[0048] In a third aspect, the present application provides an electronic terminal, which comprises:

[0049] One or more processors;

[0050] A memory storing one or more computer programs;

[0051] The processor invokes the computer program to implement:

[0052] Construct a numerical model of the underpass existing line section, which represents an interval in which a framework structure is arranged below an existing line, and the framework structure is arranged at equal intervals along the construction direction based on I-beams;

[0053] Based on the numerical model, simulation monitoring is performed to obtain relationships between the spacing of I-beams, the type of I-beams, and train running speed on the existing line and the affected range L of the adjacent soil layer of the framework structure, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer;

[0054] The classification module is configured to divide the vibration amplification effect into three types based on the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer, and to construct monitoring indexes corresponding to the three types of vibration amplification effect.

[0055] The settlement control strategy generation module is configured to identify the vibration amplification effect of the framework structure in the underpass existing line section based on the monitoring indexes, and to generate a settlement control strategy based on the vibration amplification effect.

[0056] In a fourth aspect, the present application provides a computer readable storage medium storing a computer program, which is invoked by a processor to implement:

[0057] A numerical model of a section of underpassing an existing line is constructed, the section of underpassing the existing line represents an interval of laying a frame structure under the existing line, and the frame structure built by I-beams is laid at equal intervals along the construction direction;

[0058] Based on the numerical model, simulation monitoring is performed to obtain a relationship formula of I-beam spacing, I-beam type, train running speed on the existing line, and affected range L of the adjacent soil layer of the frame structure, maximum settlement amount S of the adjacent soil layer, and maximum vibration acceleration a of the adjacent soil layer;

[0059] Based on the affected range L of the adjacent soil layer, the maximum settlement amount S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer, three types of vibration amplification effects are divided, and monitoring indexes corresponding to the three types of vibration amplification effects are constructed;

[0060] For the frame structure in the section of underpassing the existing line in the construction scene, the monitoring index is used to identify the vibration amplification effect, and a settlement control strategy is generated based on the vibration amplification effect.

[0061] Advantages

[0062] The settlement control method of the frame structure under the condition of closely underpassing the existing line is provided, which fills the technical blank of the settlement control method considering the influence of I-beam type and I-beam spacing on soil settlement under the condition of train vibration, obtains the relationship formula of I-beam spacing, I-beam type, train running speed on the existing line, and the affected range L of the adjacent soil layer of the frame structure, the maximum settlement amount S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer, so that the settlement of the adjacent soil layer of the frame structure can be effectively monitored / predicted; in addition, the vibration amplification effect is divided into three types of vibration amplification effect: no vibration amplification effect, weak vibration amplification effect, and strong vibration amplification effect, wherein the no vibration amplification effect does not need to be prevented from settlement, and the weak vibration amplification effect and the strong vibration amplification effect need to be prevented from settlement. It can be seen that the present application provides a practical settlement prevention technology, which provides a guarantee for the safe construction of underpassing the existing line.

[0063] The present invention further utilizes the above anti-settlement control idea to provide feasible anti-settlement control strategies for each construction stage, including that all frame structures in the section underpassing the existing line have been installed, before all frame structures in the section passing through the existing line are installed, and when some frame structures in the section underpassing the existing line are to be installed. After installation, grouting is used to solve the settlement hidden danger; before installation, the best installation design is selected using the anti-settlement idea to reduce the settlement risk; during the installation process, the monitoring index is dynamically adjusted by adjusting the type of I-beam, that is, the vibration amplification effect is adjusted to reduce the settlement risk. BRIEF DESCRIPTION OF THE DRAWINGS

[0064] Figure 1 It is a schematic diagram of establishing a numerical model with Beijing Subway Shilihe Station as the research object;

[0065] Figure 2 It is the layout diagram of monitoring points when taking Beijing Subway Shilihe Station as the research object;

[0066] Figure 3 It is a schematic diagram of a frame structure built with I-beams;

[0067] Figure 4 It is a settlement schematic diagram under different I-beam types at a specific train running speed on the existing line, where (a), (b), (c), and (d) correspond to 40 km / h, 80 km / h, 120 km / h, and 160 km / h respectively;

[0068] Figure 5 It is a settlement schematic diagram under different I-beam spacings at a specific train running speed on the existing line, where (a), (b), (c), and (d) correspond to 40 km / h, 80 km / h, 120 km / h, and 160 km / h respectively;

[0069] Figure 6 It is a schematic diagram of controlling settlement by grouting, where (a) and (b) correspond to weak vibration amplification effect and strong vibration amplification effect respectively;

[0070] Figure 7 It is a frame structure in the shape of a "field" built with I-beams. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0071] An anti-settlement control method under the condition of closely passing under the existing line provided by the present invention is mainly used to solve the settlement problem caused by the running of trains on the existing line during the construction process of a new subway line passing under the existing line. Among them, when a new subway line passes under the existing line during construction, a frame structure is arranged under the existing line for support. The frame structure is built with I-beams, and this type of frame structure is arranged at equal intervals in the construction passage.

[0072] In order to explore the influence of the parameters of I-beams on the vibration amplification effect, the present invention studies by changing the parameters of I-beams, such as the type of I-beams, the spacing of I-beams, and the running speed of trains on the existing line. The following will illustrate the present invention with specific examples.

[0073] Example 1:

[0074] This example provides a settlement prevention control method under the condition of closely passing under the existing line, which includes the following steps:

[0075] Step 1: Construct a numerical model of the section passing under the existing line, where the section passing under the existing line represents the section where a frame structure is arranged under the existing line.

[0076] Step 2: Based on the numerical model, conduct simulation monitoring to obtain the relationships between the spacing of I-beams, the type of I-beams, the running speed of trains on the existing line and the affected range L of the adjacent soil layer of the frame structure, the maximum settlement amount S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer.

[0077] As Figure 1 and Figure 2 shown, a numerical model is established with Beijing Subway Shilihe Station as the research object. Among them, the newly built Line 14 closely crosses the existing Line 10 in the Shilihe Station area; the existing upper-layer station is simplified into a horseshoe structure, 16m wide, 14m high, with about 16m of soil covering on the top plate, and the top and bottom plates are both 1m thick. The length of the下穿段 (underpass section) of the newly built lower-layer station is 20m, which is a double-layer and double-span flat-top and straight-wall rectangular structure, the station is 16m wide, 9m high, the top and bottom plates are 1m thick, the side walls are 1m thick, and the middle wall is 1m thick. According to the geotechnical investigation report and the requirements of the numerical analysis simplified model, the soil layer is divided into 3 layers according to its properties and mechanical parameters, and the closely passing under part is the sandy soil layer. Frame structures are arranged at equal intervals in the passage of the newly built subway line under the existing Line 10. The frame structure is as Figure 3 shown, which is built by I-beams. The cross-section of each frame structure is a "field" structure built by I-beams. The two sides and the middle of the "field" structure are composed of I-beams, and it is divided into two layers. Among them, the closely passing part is the part where the frame structure passes under the existing line, and the non-closely passing part is the other frame structure parts except the closely passing part. The present invention is used to study the settlement problem of the adjacent soil layer of the frame structure in the closely passing part.

[0078] After the numerical model is constructed, monitoring points are arranged along the excavation footage direction and the vertical excavation footage direction, one monitoring point is arranged every 3.5 m in the close-fit part, and one monitoring point is arranged every 5 m in the non-close-fit part A, numerical simulation monitoring is carried out, in order to facilitate the calculation of numerical simulation, the following assumptions are set: a. the rock-soil body is an ideal elastic-plastic material with anisotropy and average, the stratum is simplified in layers according to the geological exploration report, the influence of underground water is not considered in the model, the initial ground stress in the model only considers the self-weight stress of the soil body, and the tectonic stress of the rock-soil body is ignored; b. during the construction of the newly-built underground excavation station under the existing subway, only the normal use condition of the existing subway line is considered, and the people's air defense and earthquake conditions are not considered; c. it is assumed that the new excavation pilot tunnel, the existing subway station structure and the soil body meet the deformation coordination principle; d. it is assumed that the track structure deformation is consistent with the deformation of the existing station, and the train vibration in the model is applied at the station floor; e. in the simulation calculation and analysis, the lining adopts the Mohr-Coulomb deformation model, and the soil body adopts the elastic-plastic deformation model.

[0079] Under the above setting of the assumed conditions, the influence of various types of I-shaped steel, various spacings of I-shaped steel, and various speeds of the existing line train is mainly explored.

[0080] Theoretical analysis:

[0081] Under the action of train vibration, the close-fit frame structure and the adjacent soil layer of the frame structure will produce a certain vibration amplification effect. Therefore, the vibration amplification effect has a certain influence range in the frame structure adjacent soil layer under different I-shaped steel parameters and different train speeds of the existing line. The relationship between the influence range L of the frame structure adjacent soil layer, the train speed V of the existing line and the I-shaped steel parameter is:

[0082]

[0083] In the formula, L is the influence range of the frame structure adjacent soil layer, alpha is a correction coefficient, B is the spacing of the frame structure I-shaped steel, V is the train running speed of the existing line, and I is the elastic modulus of different types of I-shaped steel.

[0084] The change of the I-shaped steel spacing B and the type of I-shaped steel I is equivalent to the change of the stiffness of the I-shaped steel, and the equivalent stiffness Q is:

[0085]

[0086] In the formula, Q is the equivalent stiffness of the I-shaped steel, and n is a correction coefficient.

[0087] In the simulation, different I-shaped steels I16, I18 and I20b are taken, the I-shaped steel spacing B is 2.4 m, and the train speed of the existing line is 40 km / h, 80 km / h, 120 km / h and 160 km / h. Among them, the parameter table corresponding to the I-shaped steels I16, I18 and I20b is shown in Table 1.

[0088] Table 1 I-beam calculation parameters

[0089]

[0090] From the simulation, when the I-beam spacing is 2.4 m, the relationship between the I-beam type and the affected range of the adjacent soil layer of the frame structure is:

[0091] V = 40 km / h: L = -3.9e -8 I 4 + 1.5e -5 I 3 - 1.5e -3 I 2 (3)

[0092] V = 80 km / h: L = -2.9e -8 I 4 + 9.7e -6 I 3 - 7.5I 2 (4)

[0093] V = 120 km / h: L = -3.2e -8 I 4 + 1.1e -5 I 3 - 9.3e -4 I 2 (5)

[0094] V = 160 km / h: L = 1.6e -7 I 4 - 7e 5 I 3 + 7.5e -3 I 2 (6)

[0095] When the I-beam type is I18, the relationship between the I-beam spacing and the affected range of the adjacent soil layer of the frame structure is:

[0096] V = 40 km / h: L = -0.092B 4 + 0.93B 3 - 3.3B 2 + 5.1B - 2.2 (7)

[0097] V = 80 km / h: L = 0.041B 4 - 0.33B 3 + 0.91B 2 - 0.79B + 1.4 (8)

[0098] V = 120 km / h: L = 0.041B 4 - 0.42B3 +1.5B 2 -1.9B+2.5 (9)

[0099] V=80km / h:L=-0.031B 4 +0.28B 3 -0.76B 2 +0.95B+2.3 (10)

[0100] When the I-beam type is I18 and the I-beam spacing is 2.4m, the relationship between the existing line train speed and the affected range of the soil layer adjacent to the frame structure is:

[0101] L=-3.3e -9 V 4 +7.8e -7 V 3 -5.7e -5 V 2 +0.021V (11)

[0102] Through iteration:

[0103]

[0104]

[0105] The vibration amplification effect will have a certain settlement change in the soil layer adjacent to the frame structure under different I-beam parameters and different existing line train speeds. The relationship between the maximum settlement S of the soil layer adjacent to the frame structure and the existing line train speed V and the I-beam parameter is:

[0106]

[0107] In the formula: S is the maximum settlement of the soil layer adjacent to the frame structure, and β is the correction coefficient

[0108] Similarly, in the simulation, different I-beam spacings of 0.8m, 1.6m, 2.4m, 3.2m and 4m are taken, the I-beam type is I18, and the existing line train speed is 40km / h, 80km / h, 120km / h and 160km / h. Among them, when the I-beam spacing is 2.4m, the relationship between the I-beam type and the maximum settlement of the soil layer adjacent to the frame structure is:

[0109] V=40km / h:S=-2.6e -7 I 4 +1.1e -4 I 3 -0.012I 2 (15)

[0110] V=80km / h:S=7.2e -4I 4 +9.9e -5 I 3 -0.052I 2 +9.6I-0.06 (16)

[0111] V=120km / h:S=1.3e -7 I 4 -4.8e -5 I 3 +0.004I 2 (17)

[0112] V=40km / h:S=-2.6e -7 I 4 +1.2e -4 I 3 -0.013I 2 (18)

[0113] When the I-shaped steel type is I18, the relationship between the I-shaped steel spacing and the maximum settlement of the adjacent soil layer of the frame structure is:

[0114] V=40km / h:S=0.18B 4 -1.7B 3 +5.6B 2 -7.6B-0.41 (19)

[0115] V=80km / h:S=0.085B 4 -0.83B 3 +2.8B 2 -4.6B-4.2 (20)

[0116] V=120km / h:S=-0.02B 4 +0.23B 3 -0.92B 2 +0.85B-11 (21)

[0117] V=160km / h:S=0.1B 4 -0.94B 3 +2.9B 2 -4B-13 (22)

[0118] When the I-shaped steel type is I18, the I-shaped steel spacing is 2.4m, and the relationship between the train running speed of the existing line and the maximum settlement of the adjacent soil layer of the frame structure is:

[0119] S=5.5e -8 V 4 -1.9e 5 V 3 +0.002V2 -0.16V (23)

[0120] By iteration:

[0121]

[0122]

[0123] When the I-beam type is I18 and the I-beam spacing is 2.4 m, the relationship between the affected range and the maximum settlement of the adjacent soil layer of the frame structure is:

[0124] S = -0.11L 4 + 0.81L 3 -2.9L 2 + 2.9 (26)

[0125] The vibration amplification effect will have a certain change in the vibration acceleration transmitted to the adjacent soil layer of the frame structure under different I-beam parameters and different train speeds of the existing line. The relationship between the maximum vibration acceleration a transmitted to the adjacent soil layer of the frame structure and the train speed V of the existing line and the I-beam parameter is:

[0126]

[0127] wherein a is the maximum vibration acceleration transmitted to the adjacent soil layer of the frame structure, and k is a correction coefficient.

[0128] When the I-beam spacing is 2.4 m, the relationship between the I-beam type and the maximum vibration acceleration transmitted to the adjacent soil layer of the frame structure is:

[0129] V = 40 km / h: a = 5.68e -9 I 4 -2.43e -6 I 3 + 2.6e -4 I 2 (28)

[0130] V = 80 km / h: a = 2.6e -9 I 4 -1.2e -6 I 3 + 1.4e -4 I 2 (29)

[0131] V = 120 km / h: a = 4.4e -9 I 4 -1.9e -6 I 3 + 2.2e -4 I 2 (30)

[0132] V = 160 km / h: a = 1.7e -8 I 4 -7.2e -6 I 3 +7.5e -4 I 2 (31)

[0133] When the I-beam type is I18, the relationship between the I-beam spacing and the maximum vibration acceleration of the adjacent soil layer of the frame structure is:

[0134] V = 40 km / h: a = 3.8e -4 B 6 -3.2e -3 B 5 +7.8e -3 B 4 -3.8e -3 B 3 +0.024 (32)

[0135] V = 80 km / h: a = -1.6e -4 B 6 +1.6e -3 B 5 -5.8e -3 B 4 +8.6e -3 B 3 +0.039 (33)

[0136] V = 120 km / h: a = 3.7e -4 B 6 -3.8e -3 B 5 +1.3e -2 B 4 -1.1e -2 B 3 +0.06 (34)

[0137] V = 80 km / h: a = 5.2e -3 B 4 -5.5e -2 B 3 +0.2B 2 -0.26B + 0.18 (35)

[0138] When the I-beam type is I18, the I-beam spacing is 2.4m, and the relationship between the train running speed of the existing line and the maximum vibration acceleration of the adjacent soil layer of the frame structure is:

[0139] a = -1.3e -8 V 3+5e -6 V 2 +7.1e -5 V+0.058 (36)

[0140] By iteration, we have:

[0141]

[0142]

[0143] From the above statements, the embodiment derives the formulas (13), (25) and (38) to obtain the relationship between the I-beam spacing, the I-beam type, the train running speed on the existing line and the affected range L of the adjacent soil layer of the frame structure, the maximum settlement S of the adjacent soil layer and the maximum vibration acceleration a of the adjacent soil layer. Using the above formulas, the affected range L of the adjacent soil layer of the frame structure, the maximum settlement S of the adjacent soil layer and the maximum vibration acceleration a of the adjacent soil layer can be calculated. Among them, Figure 4 、 Figure 5 is the numerical simulation monitoring result of the excavation surface of the frame structure.

[0144] It should be understood that the above formulas obtained by the embodiment are derived based on the decimal point number of the coefficients set by the embodiment, the set precision and the I-beam spacing, the type and the train running speed on the existing line. In other feasible embodiments, according to the above idea, the coefficient values of the derived formulas are different, which can also be understood and is also within the protection scope of the present application. Among them, the function type of the relationship between the I-beam spacing, the I-beam type and the train running speed on the existing line and the affected range L of the adjacent soil layer of the frame structure, the maximum settlement S of the adjacent soil layer and the maximum vibration acceleration a of the adjacent soil layer is as follows:

[0145]

[0146] Among them, Y corresponds to the affected range L of the adjacent soil layer of the frame structure or the maximum settlement S of the adjacent soil layer or the maximum vibration acceleration a of the adjacent soil layer, and a1-a9 and b1-b5 are coefficients.

[0147] Step 3: Based on the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer and the maximum vibration acceleration a of the adjacent soil layer, three types of vibration amplification effects are divided, and the monitoring indexes corresponding to the three types of vibration amplification effects are constructed.

[0148] The frame structure in the section of underpassing the existing line under the current construction scene is classified into three types of vibration amplification effects according to the corresponding relationship between the monitoring index and the vibration amplification effect, and the anti-settling control is performed for the current construction stage; wherein, the monitoring index refers to the train running speed and equivalent stiffness on the existing line, and the equivalent stiffness represents the change of the I-shaped steel spacing and the I-shaped steel type as the stiffness change of the I-shaped steel.

[0149] The amplification effect is divided into three types of vibration amplification effects, i.e., no vibration amplification effect, weak vibration amplification effect and strong vibration amplification effect, wherein, the soil layer closely underpassing the existing line region in the embodiment is a sand soil layer, and the value range of the three types of vibration amplification effects corresponding to the monitoring index is as follows:

[0150] No vibration amplification effect: V≤40km / h; or 40≤V≤80km / h and Q>1;

[0151] Weak vibration amplification effect: 40≤V≤80km / h and 0.8≤Q≤1; or 80≤V≤120km / h and 0.5≤Q≤0.8;

[0152] Strong vibration amplification effect: 80≤V≤120km / h and 0.2≤Q≤0.5; or 120km / h≤V, and the highest running speed in the embodiment is ≤1600km / h; wherein, V represents the train running speed on the existing line, and Q represents the equivalent stiffness.

[0153] According to the classification standard, if the monitoring index corresponds to two types of vibration amplification effects among the three types of vibration amplification effects, it is classified into any one of the two types of vibration amplification effects, and preferably the priority of the strong vibration amplification effect, the weak vibration amplification effect and the no vibration amplification effect is determined from high to low, which is more conducive to risk control, i.e., the demarcation point between the no vibration amplification effect and the weak vibration amplification effect is divided into the weak vibration amplification effect, and the demarcation point between the weak vibration amplification effect and the strong vibration amplification effect is divided into the strong vibration amplification effect.

[0154] In order to fully illustrate how to perform the anti-settling operation, the construction stage is divided into: (1) the frame structure in the section of underpassing the existing line has been laid, (2) before all the frame structures in the section of underpassing the existing line are laid, (3) part of the frame structure in the section of underpassing the existing line is to be laid. The specific is as follows:

[0155] (1) If the current construction stage is: the frame structure in the section under the existing line has been installed, when the vibration amplification effect corresponding to the monitoring index is a weak vibration amplification effect, the top plate of the upper tunnel is grouted to control settlement, and the grouting range does not need to completely overlap with the vibration amplification area; when the vibration amplification effect corresponding to the monitoring index is a strong vibration amplification effect, the top plate of the upper tunnel and the inner and outer walls are grouted to control settlement, the grouting range gradually decreases downward, and the grouting area overlaps with the vibration amplification area.

[0156] It should be noted that once the frame structure has been installed, and the I-beams of the frame structure cannot be adjusted, grouting is used to suppress settlement. For example... Figure 6 As shown, when there is a weak vibration amplification effect, grouting is performed on the top slab of the upper guide tunnel to control settlement. The grouting range is 1.8m, and it does not need to completely overlap with the vibration amplification area. When there is a strong vibration amplification effect, grouting is performed on the top slab and inner and outer walls of the upper guide tunnel to control settlement. The grouting range of the top slab of the upper guide tunnel is 3.6m, and the grouting range gradually decreases downwards, with the grouting area overlapping with the vibration amplification area.

[0157] (2) If the current construction stage is: all frame structures in the section under the existing line have not been laid out, based on the priority decreasing law of no vibration amplification effect, weak vibration amplification effect and strong vibration amplification effect and the correspondence between various vibration amplification effects and the monitoring indicators, adjust the spacing and / or type of the I-beams to update the equivalent stiffness in the monitoring indicators or update the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer until the required vibration amplification effect is met, and finally obtain the initial layout design of all frame structures in the section under the existing line, and lay out the frame structures.

[0158] It should be noted that the preferred vibration amplification effect is no vibration amplification effect, followed by a slight vibration amplification effect. When a strong vibration amplification effect is observed, the spacing and type of the I-beams can be adjusted to achieve either no or slight vibration amplification. Generally, in actual construction, the specific vibration amplification effect chosen depends on the required precision and the cost of the I-beams. The method described in this invention provides a range of options for the selection of I-beams.

[0159] (3) If the current construction stage is: the frame structure part of the section under the existing line is to be laid out, based on the priority decreasing law of no vibration amplification effect, weak vibration amplification effect and strong vibration amplification effect, the monitoring indicators corresponding to the frame structure to be laid out are monitored.

[0160] If it does not belong to the required vibration amplification effect, the type of I-beam is dynamically adjusted to update the monitoring index or update the affected range L of the adjacent soil layer, the maximum settlement amount S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer until the required vibration amplification effect is met, and finally the type of I-beam of the current frame structure to be laid is obtained, and the frame structure is laid.

[0161] Generally, the construction process is to lay the frame structure while constructing, so if in the construction process, after the existing frame structure is laid in the area under the existing line, it is found that the generated vibration amplification effect is too large, the subsequent frame structure needs to be adjusted, that is, the type of I-beam is adjusted at this time to meet the requirements.

[0162] It should be understood that it is also a priority to select the vibration amplification effect as no vibration amplification effect, and then as micro-vibration amplification effect. However, in general, in the actual construction process, the specific selection of which vibration amplification effect is based on the required precision and the cost adjustment of the I-beam. Among them, if it becomes a strong vibration amplification effect, it is necessary to adjust the type of I-beam to become no vibration amplification effect or micro-vibration amplification effect.

[0163] It should be noted that the settlement of the frame structure adjacent to the soil is for the cross section of each frame structure, such as the cross structure shown in Figure 2 The settlement effect is mainly the dark triangular area.

[0164] Embodiment 2:

[0165] The embodiment provides a settlement control system under the condition of closely underpassing an existing line, which comprises a numerical model construction module, a simulation module, a classification module, and a settlement control strategy generation module.

[0166] The numerical model construction module is used to construct a numerical model of an underpassing existing line section, the underpassing existing line section represents an interval of laying a frame structure under an existing line, and the frame structure built by I-beams is laid at equal intervals along the construction direction.

[0167] The simulation module is used to simulate and monitor based on the numerical model to obtain a relationship formula of the I-beam spacing, the I-beam type, the train running speed on the existing line, and the affected range L of the adjacent soil layer of the frame structure, the maximum settlement amount S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer.

[0168] The classification module is configured to divide the vibration amplification effect into three types based on the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer, and to construct monitoring indexes corresponding to the three types of vibration amplification effect. The three types of vibration amplification effect are no vibration amplification effect, weak vibration amplification effect, and strong vibration amplification effect. The no vibration amplification effect does not require settlement prevention treatment, and the weak vibration amplification effect and the strong vibration amplification effect require settlement prevention treatment.

[0169] The settlement prevention control strategy generation module is configured to identify the vibration amplification effect of the frame structure in the underpass existing line section in the construction scenario by using the monitoring indexes, and to generate a settlement prevention control strategy for the current construction stage based on the vibration amplification effect, so as to perform settlement prevention control operation in the construction process.

[0170] It should be understood that the purpose of the embodiment is to generate a settlement prevention control strategy, so that settlement prevention operation is performed based on the guidance of the settlement prevention control strategy in the actual construction process. It should be understood that the implementation process of each module can be referred to the content of the foregoing method, and the division of the above functional modules is only a logical functional division. In actual implementation, another division mode can be used, for example, a plurality of units or components can be combined or integrated into another system, or some features can be ignored or not executed. At the same time, the integrated unit can be realized in the form of hardware or software functional unit.

[0171] Embodiment 3:

[0172] The embodiment provides an electronic terminal, which comprises one or more processors, a memory storing one or more computer programs, and wherein the processor invokes the computer program to implement:

[0173] A numerical model of an underpass existing line section is constructed, the underpass existing line section representing an interval in which a frame structure is arranged below an existing line, and the frame structure built by I-beams is arranged at equal intervals along a construction direction. Simulation monitoring is performed based on the numerical model to obtain a relationship between the I-beam interval, the I-beam type, and the train running speed on the existing line and the affected range L of the adjacent soil layer of the frame structure, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer. The vibration amplification effect is divided into three types based on the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer, and monitoring indexes corresponding to the three types of vibration amplification effect are constructed. For the frame structure in the underpass existing line section in the construction scenario, the monitoring indexes are used to identify the vibration amplification effect, and a settlement prevention control strategy is generated based on the vibration amplification effect.

[0174] It should be noted that the purpose of the embodiment is to generate a settlement prevention control strategy by means of an electronic terminal, so that settlement prevention operation is performed based on the guidance of the settlement prevention control strategy in an actual construction process. The specific implementation process of each step is described in the foregoing method. It should be understood that in the embodiment of the application, the processor can be a central processing unit (CPU), and the processor can also be other general-purpose processors, digital signal processors (DSP), application specific integrated circuits (ASIC), field-programmable gate arrays (FPGA) or other programmable logic devices, discrete gates or transistor logic devices, discrete hardware components, etc. The general-purpose processor can be a microprocessor or the processor can also be any conventional processor, etc. The memory can include read-only memory and random access memory, and provide instructions and data for the processor. Part of the memory can also include non-volatile random access memory. For example, the memory can also store device type information.

[0175] Embodiment 4:

[0176] The embodiment provides a computer readable storage medium, which stores a computer program, the computer program is called by a processor to realize:

[0177] A numerical model of a section of underpassing an existing line is constructed, the section of underpassing the existing line represents an interval of laying a frame structure under the existing line, and the frame structure built by I-beams is arranged at equal intervals along a construction direction; simulation monitoring is performed based on the numerical model to obtain a relationship formula of an I-beam interval, an I-beam type, a train running speed on the existing line, and an affected range L of a neighboring soil layer of the frame structure, a maximum settlement amount S of the neighboring soil layer, and a maximum vibration acceleration a of the neighboring soil layer; three types of vibration amplification effects are divided based on the affected range L of the neighboring soil layer, the maximum settlement amount S of the neighboring soil layer, and the maximum vibration acceleration a of the neighboring soil layer, and monitoring indexes corresponding to the three types of vibration amplification effects are constructed; and for the frame structure in the section of underpassing the existing line in a construction scene, the monitoring indexes are used to identify a vibration amplification effect belonging to the frame structure, and a settlement prevention control strategy is generated based on the vibration amplification effect belonging to the frame structure.

[0178] It should be noted that the purpose of the embodiment is to store a computer program for generating the anti-settling control strategy by means of a computer readable storage medium, so that the computer program generates the anti-settling control strategy after being called by a processor, and the anti-settling operation is performed based on the guidance of the anti-settling control strategy in the actual construction process.

[0179] The computer readable storage medium can be an internal storage unit of the controller, such as a hard disk or a memory of the controller. It can also be an external storage device of the controller, such as a plug-in hard disk, a smart media card (SMC), a secure digital (SD) card, a flash card, etc. Further, the computer readable storage medium can include both the internal storage unit and the external storage device of the controller. The computer readable storage medium is used to store the computer program and other programs and data required by the controller. The readable storage medium can also be used to temporarily store data that has been output or will be output.

[0180] Based on such understanding, the technical solutions of the present application, essentially or in part, or all or part of the technical solutions can be embodied in the form of a software product. The computer software product is stored in a storage medium, and includes several instructions for causing a computer device (which can be a personal computer, a server, or a network device, etc.) to perform all or part of the steps of the methods described in the various embodiments of the present application. The aforementioned storage medium includes: a U disk, a mobile hard disk, a read-only memory (ROM, Read-Only Memory), a random access memory (RAM, Random Access Memory), a magnetic disk or an optical disk, and various other media that can store program codes.

[0181] It should be emphasized that the examples described in the present application are illustrative rather than limiting, and therefore the present application is not limited to the examples described in the specific embodiments. Any other embodiments derived by those skilled in the art from the technical solutions of the present application, without departing from the purpose and scope of the present application, whether modified or replaced, also belong to the protection scope of the present application.

Claims

1. A method for preventing settlement control under the condition of close underpassing an existing line, characterized by: The method comprises the following steps: Step 1: constructing a numerical model of a section of underpassing an existing line, the section of underpassing the existing line representing an interval of laying a frame structure under the existing line; and along the construction direction, the frame structure built by I-beams is arranged at equal intervals; Step 2: based on the numerical model, simulation monitoring is performed to obtain a relationship formula of I-beam spacing, I-beam type, train running speed on the existing line, and affected range L of the adjacent soil layer of the frame structure, maximum settlement S of the adjacent soil layer, and maximum vibration acceleration a of the adjacent soil layer; Step 3: based on the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer, three types of vibration amplification effects are divided to obtain corresponding monitoring indexes of the three types of vibration amplification effects; The three types of vibration amplification effects are respectively: no vibration amplification effect, weak vibration amplification effect, and strong vibration amplification effect, the no vibration amplification effect does not need to be subjected to settlement prevention treatment, and the weak vibration amplification effect and the strong vibration amplification effect need to be subjected to settlement prevention treatment; The monitoring indexes are: train running speed on the existing line and equivalent stiffness, the equivalent stiffness representing changes in I-beam spacing and I-beam type as equivalent changes in stiffness of the I-beams; Step 4: for the frame structure in the section of underpassing the existing line in the construction scene, the vibration amplification effect is identified by using the monitoring indexes, and settlement prevention treatment is performed based on the vibration amplification effect.

2. The anti-settling control method according to claim 1, characterized by: The soil layer underpassing the existing line region is a sand soil layer, and the value ranges of the monitoring indexes corresponding to the three types of vibration amplification effects are as follows: No vibration amplification effect: V≤40km / h; or 40≤V≤80km / h and Q>1; Weak vibration amplification effect: 40≤V≤80km / h and 0.8≤Q≤1; or 80≤V≤120km / h and 0.5≤Q≤0.8; Strong vibration amplification effect: 80≤V≤120km / h and 0.2≤Q≤0.5; or 120km / h≤V; Wherein, V represents train running speed on the existing line, and Q represents equivalent stiffness; If the monitoring indexes are not within the value ranges, an alarm or manual identification is performed.

3. The anti-settling control method according to claim 1, characterized by: If the current construction scene is that the frame structures in the section of underpassing the existing line have all been arranged, if the vibration amplification effect is the no vibration amplification effect, no settlement prevention treatment is needed; if the vibration amplification effect corresponding to the monitoring indexes is the weak vibration amplification effect or the strong vibration amplification effect, the operation of performing settlement prevention treatment based on the vibration amplification effect is as follows: Weak vibration amplification effect: grouting is performed on the roof of the upper pilot tunnel to control settlement, and the grouting range does not need to completely coincide with the vibration amplification region; Strong vibration amplification effect: grouting is performed on the roof and inner and outer side walls of the upper pilot tunnel to control settlement, the grouting range gradually decreases downward, and the grouting region coincides with the vibration amplification region.

4. The anti-settling control method according to claim 1, characterized by: If the current construction scene is that all the frame structures in the section of underpassing the existing line have not been arranged, the operation of performing settlement prevention treatment based on the vibration amplification effect is as follows: The spacing and / or type of the I-beams are adjusted to update the equivalent stiffness or update the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer in descending order of priority based on the vibration amplification effect until the required vibration amplification effect is met, and finally the initial layout design of all frame structures in the section under the existing line is obtained, and the frame structures are laid out.

5. The anti-settling control method according to claim 1, characterized by: If the current construction scene is that the frame structure part to be laid in the section under the existing line, the operation of preventing settlement based on the vibration amplification effect is: The monitoring indicators corresponding to the frame structure to be laid and the vibration amplification effect thereof are monitored based on the descending order of priority of the vibration amplification effect of no vibration amplification effect, weak vibration amplification effect, and strong vibration amplification effect; If the vibration amplification effect is not the required vibration amplification effect, the type of the I-beam is dynamically adjusted to update the equivalent stiffness until the required vibration amplification effect is met, and finally the type of the I-beam of the frame structure to be laid is obtained, and the subsequent frame structure is laid out.

6. The anti-settling control method according to claim 1, characterized by: When the soil layer under the existing line region is a sand layer, the function type of the relationship between the I-beam spacing, the I-beam type, and the train running speed on the existing line and the affected range L of the adjacent soil layer of the frame structure, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer obtained by numerical modeling in step 2 is as follows: where Q represents the equivalent stiffness, V represents the train running speed on the existing line, Y corresponds to the affected range L of the adjacent soil layer of the frame structure or the maximum settlement S of the adjacent soil layer or the maximum vibration acceleration a of the adjacent soil layer, and a1-a9 and b1-b5 are coefficients.

7. The anti-settling control method according to claim 1, characterized by: The formula of the equivalent stiffness is as follows: where Q represents the equivalent stiffness, n is a correction coefficient, B is the I-beam spacing of the frame structure, and I is the elastic modulus of different types of I-beams.

8. A settlement control system under the condition of close underpassing an existing line, characterized by: It includes: A numerical model construction module for constructing a numerical model of a section under an existing line, the section under the existing line representing an interval in which a frame structure is laid under the existing line; and the frame structure built by I-beams is laid at equal intervals along the construction direction; A simulation module for simulating monitoring based on the numerical model to obtain a relationship between the I-beam spacing, the I-beam type, and the train running speed on the existing line and the affected range L of the adjacent soil layer of the frame structure, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer; A classification module for classifying the vibration amplification effect type based on the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer to obtain three types of vibration amplification effects, and constructing monitoring indicators corresponding to the three types of vibration amplification effects; The three types of vibration amplification effects are no vibration amplification effect, weak vibration amplification effect, and strong vibration amplification effect, respectively, the no vibration amplification effect does not require settlement prevention, and the weak vibration amplification effect and the strong vibration amplification effect require settlement prevention. The monitoring indicators are: train running speed on the existing line and equivalent stiffness, and the equivalent stiffness represents that the change of the I-beam spacing and the I-beam type is equivalent to the stiffness change of the I-beam; The anti-settlement control strategy generation module is configured to identify the vibration amplification effect of the frame structure in the underpass existing line section in the construction scene by using the monitoring indicators, and generate an anti-settlement control strategy based on the vibration amplification effect.

9. An electronic terminal, characterized by: It comprises: One or more processors; A memory storing one or more computer programs; The processor invokes the computer program to implement: Construct a numerical model of the underpass existing line section, which represents the section where the frame structure is arranged under the existing line, and the frame structure built based on the I-beam is arranged at equal intervals along the construction direction; Based on the numerical model, simulation monitoring is performed to obtain the relationship between the I-beam spacing, the I-beam type, the train running speed on the existing line, and the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer of the frame structure; Based on the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer, three types of vibration amplification effects are divided to obtain corresponding monitoring indicators of the three types of vibration amplification effects; wherein the three types of vibration amplification effects are: no vibration amplification effect, weak vibration amplification effect, and strong vibration amplification effect, the no vibration amplification effect does not need to be prevented from settlement, and the weak vibration amplification effect and the strong vibration amplification effect need to be prevented from settlement; the monitoring indicators are: train running speed on the existing line and equivalent stiffness, and the equivalent stiffness represents that the change of the I-beam spacing and the I-beam type is equivalent to the stiffness change of the I-beam; For the frame structure in the underpass existing line section in the construction scene, the monitoring indicators are used to identify the vibration amplification effect thereof, and an anti-settlement control strategy is generated based on the vibration amplification effect.

10. A computer-readable storage medium, characterized in that: The computer program is stored in the memory and is invoked by the processor to implement: Construct a numerical model of the underpass existing line section, which represents the section where the frame structure is arranged under the existing line, and the frame structure built based on the I-beam is arranged at equal intervals along the construction direction; Based on the numerical model, simulation monitoring is performed to obtain the relationship between the I-beam spacing, the I-beam type, the train running speed on the existing line, and the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer of the frame structure; The vibration amplification effect types are divided based on the affected range L of the adjacent soil layer, the maximum settlement S of the adjacent soil layer, and the maximum vibration acceleration a of the adjacent soil layer, and three types of vibration amplification effects are obtained, and monitoring indexes corresponding to the three types of vibration amplification effects are constructed; wherein the three types of vibration amplification effects are: no vibration amplification effect, weak vibration amplification effect and strong vibration amplification effect, the no vibration amplification effect does not need to be prevented from settlement, and the weak vibration amplification effect and the strong vibration amplification effect need to be prevented from settlement; the monitoring index is: train running speed on the existing line and equivalent stiffness, the equivalent stiffness represents the change of the I-shaped steel spacing and the I-shaped steel type as the stiffness change of the I-shaped steel; For the frame structure in the section of the existing line under the construction scene, the vibration amplification effect is identified by using the monitoring index, and a settlement prevention control strategy is generated based on the vibration amplification effect.

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