A method for predicting the amount of silt uplift around a blasting and filling rock

Abstract

The present application provides a kind of blasting extrusion silt filling stone surrounding silt uplift amount prediction method, for the offshore area often deposited a large amount of deep silt, when building engineering, foundation bearing capacity is often poor, cannot meet the requirements of engineering construction.In various foundation treatment methods, blasting extrusion silt filling stone method is a common method for building dam in offshore area, filling stone dam is completed, due to the weight of filling stone, extrusion surrounding silt, cause surrounding silt to produce larger deformation, ground uplift.At present, for the determination of silt uplift amount after filling stone, mostly engineering survey method is used, there is no other more convenient method to determine the technical problem, with the advantages of simple scheme, convenient to use and reliable result.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of infrastructure engineering foundation, and particularly relates to a method for predicting the amount of mire uplift of mire around filling stone by blasting and extruding. BACKGROUND

[0002] A large amount of deep mire is often deposited in offshore areas, and the foundation bearing capacity is often poor when the engineering is constructed, which cannot meet the requirements of engineering construction. Among various foundation treatment methods, the method of filling stone by blasting and extruding is a commonly used method for constructing dams in offshore areas. After the construction of the filling stone dam, the surrounding mire is extruded due to the weight of the filling stone, which causes large deformation of the surrounding mire and surface uplift. At present, the amount of mire uplift after filling stone is mostly determined by engineering measurement method, and there is no other more convenient method for determination. SUMMARY

[0003] Therefore, in view of the deficiencies in the prior art, the present application provides a method for predicting the amount of mire uplift around filling stone by blasting and extruding, which has the advantages of simple implementation, convenient use and reliable results.

[0004] The specific technical scheme is as follows:

[0005] A method for predicting the amount of mire uplift around filling stone by blasting and extruding, characterized in that: after the mire is treated by filling stone by blasting and extruding, a new stress is caused in the surrounding mire, which causes the deformation of the soil body. The new stress is balanced by the uplifted mire and the reduced water depth, and the uplift amount of the mire is calculated and obtained.

[0006] The method comprises the following steps:

[0007] Step S1: determining the cross-sectional height H0 of the filling stone dam by blasting and extruding, the height H1 below the mud surface and the cross-sectional area A:

[0008] According to the design data of the filling stone dam by blasting and extruding, the cross-sectional height H0 and the height H1 below the mud surface are determined, and thus the cross-sectional area A is determined.

[0009] Step S2: determining the equivalent width B of the filling stone dam by blasting and extruding:

[0010] The equivalent width B is determined by the formula B=A / H0.

[0011] Step S3: determining the water depth d around the filling stone dam by blasting and extruding:

[0012] Step S4: determining the specific gravity γ0 of the filling stone by blasting and extruding:

[0013] Step S5: determining the saturated specific gravity γ of the surrounding mire: sat

[0014] ​Step S6: determining the initial vertical stress p before the blasting and mud-extruding z0 :

[0015] p z0 = H1y sat + dy w

[0016] wherein y w is the seawater density; take 10.25 kN / m 3 ;

[0017] Step S7: determining the construction vertical stress p after the blasting and mud-extruding z1 :

[0018] p z1 = H0y0;

[0019] Step S8: determining the new vertical stress Ap after the blasting and mud-extruding z :

[0020] Ap z = p z1 - p z0

[0021] Step S9: determining the internal friction angle of the surrounding silt

[0022] Step S10: determining the new horizontal stress Ap in the horizontal direction outside the rockfill at the rockfill bottom elevation plane x :

[0023] Ap x = aAp z

[0024] wherein a is the horizontal stress conversion coefficient; a coordinate system is established at the center of the rockfill dam, the rockfill bottom is the horizontal coordinate, i.e. x axis, and the vertical center is the vertical coordinate, i.e. y axis; when x / B = 0.5, a = 0.5; when x / B = 1.0, a = 0; when 0.5 < x / B < 1.0, a is determined by linear interpolation;

[0025] Step S11: determining the new vertical stress Ap outside the rockfill at the rockfill bottom elevation plane z :

[0026] Ap z ' = Ap x tan 2 d

[0027] wherein,

[0028] Step S12: determining the silt uplift height s outside the rockfill at the rockfill bottom elevation plane

[0029]

[0030] Further, in step S1, the cross-sectional area is determined by using the area query function of Auto-CAD.

[0031] Further, in step S3, the water depth d around the blasting and filling stone dam is determined according to the design data of the blasting and filling stone dam.

[0032] Further, in step S4, a certain amount of filling stone is taken to fill a cubic container with a volume of 1m 3 , the mass of the filling stone is weighed, the mass is divided by the volume to obtain the density, and then the gravity acceleration is multiplied to obtain the unit weight γ0.

[0033] Further, in step S5, a typical undisturbed soil sample is taken from the surrounding silt and transported back to the laboratory, and the density is tested by the cutting ring method, and then the gravity acceleration is multiplied to obtain the saturated unit weight γ sat .

[0034] Further, in step S9, the typical undisturbed soil sample taken from the silt is subjected to direct shear test to test the internal friction angle

[0035] An electronic device comprising a memory, a processor and a computer program stored on the memory and executable on the processor, characterized in that the processor implements the calculation steps of the blasting and filling stone surrounding silt uplift amount prediction method as described above when executing the program.

[0036] A non-transitory computer readable storage medium having a computer program stored thereon, characterized in that the computer program is executed by a processor to implement the calculation steps of the blasting and filling stone surrounding silt uplift amount prediction method as described above.

[0037] Compared with the prior art, the working principle of the invention and its preferred schemes is that after the silt is treated by blasting and filling stone, a new stress is caused in the surrounding silt, which causes the soil to deform, and this new stress is balanced by the uplifted silt and the reduced water depth, thereby calculating the uplift amount of the silt. It has the advantages of simple implementation, convenient use and reliable results. DETAILED DESCRIPTION

[0038] For a more detailed description of the present application, the following further description and examples are made to explain the embodiments of the present application in detail, so that the application of technical means to solve technical problems and achieve technical effects can be fully understood and implemented. It should be noted that, as long as there is no conflict, each embodiment in the present application and each feature in each embodiment can be combined with each other, and the formed technical scheme is within the protection scope of the present application.

[0039] A certain construction site along the coast uses the blasting and filling method to build a seawall. In order to determine the uplift amount of the surrounding silt, the method of the present application is used for prediction, and the uplift amount at 0.5 times the filling width, 0.75 times the filling width and 1.0 times the filling width away from the vertical central axis of the filling is predicted respectively.

[0040] According to the design data of the blasting and filling dam, the cross-sectional height H0 of the blasting and filling dam is determined to be 20.5m, and the height H1 below the silt surface is 15.5m; by using the area query function of Auto-CAD, the cross-sectional area A is determined to be 485.85m 2 . The equivalent width B of the blasting and filling dam is determined to be 23.7m. According to the design data of the blasting and filling dam, the water depth d around the blasting and filling dam is determined to be 2.9m. A certain amount of filling is taken and filled into a cubic container with a volume of 1m 3 . The mass of the filling is weighed, and the mass is divided by the volume to obtain the density, and then multiplied by the acceleration of gravity to obtain the unit weight γ0 of 22.6kN / m 3 . A typical undisturbed soil sample is taken from the surrounding silt and transported back to the laboratory, and the density is tested by using the cutting ring method, and then multiplied by the acceleration of gravity to obtain the saturated unit weight γ sat of the surrounding silt of 19.7kN / m 3 . The initial vertical stress p z0 before blasting and filling is determined to be 335.1kPa. The construction vertical stress p z1 after blasting and filling is determined to be 463.3kPa. The new vertical stress Δp z after blasting and filling is determined to be 128.2kPa. The typical undisturbed soil sample taken from the silt is subjected to direct shear test, and the cohesion c of the surrounding silt is tested to be 8.9kPa, and the internal friction angle is 11.4°. Further, the new horizontal stress Δp x at the filling bottom elevation plane, the filling outside 11.85m, 17.775m and 23.7m away from the center, and the new vertical stress Δp z95.7 kPa, 47.9 kPa and 0 kPa, respectively, and the final determination of the silt uplift height s at the filling stone bottom elevation plane is 4.19 m, 2.59 m and 0.99 m, respectively.

[0041] The calculation process of the above method provided by the embodiment can be stored in a computer readable storage medium in a coded form, and is implemented in a computer program manner, and the basic parameter information required for calculation is input through computer hardware, and the calculation result is output.

[0042] Those skilled in the art will appreciate that embodiments of the present application can be provided as methods, systems, or computer program products. Accordingly, the present application can take the form of an entirely hardware embodiment, an entirely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the present application can take the form of a computer program product implemented on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROMs, optical storage media, etc.) having computer-usable program code embodied therein.

[0043] These computer program instructions can also be stored in a computer readable memory that can direct a computer or other programmable data processing device to work in a specific manner, so that the instructions stored in the computer readable memory produce a product including instruction devices that implement the specified functions.

[0044] These computer program instructions can also be loaded into a computer or other programmable data processing device, so that a series of operation steps are performed on the computer or other programmable device to produce a computer implemented process, so that the instructions executed on the computer or other programmable device provide calculation steps for implementing the specified functions.

[0045] Finally, it should be noted that: the above embodiments are only used to illustrate the technical solutions of the present application and not to limit it, although the present application has been described in detail with reference to the above embodiments, those skilled in the art should understand that: the specific embodiments of the present application can be modified or replaced by the same, without departing from the spirit and scope of the present application, any modification or equivalent replacement, which should be covered in the protection scope of the claims of the present application.

[0046] The present application is not limited to the above best embodiment, anyone can derive other various forms of blasting extrusion silt filling stone peripheral silt uplift amount prediction method under the inspiration of the present application, any equivalent change and modification made within the scope of the present application should be covered by the present application.

Claims

1. A method for predicting the amount of muck uplift around a blasting and extrusion fill stone, characterized by, The newly added stress caused by the blasting and extruding silt filling stone treatment in the silt interior causes deformation of the soil body, and the newly added stress is balanced by the upper raised silt and the reduced water depth, and the raised amount of the silt is obtained by calculation; The method comprises the following steps: Step S1: determining the cross-sectional height H0 of the blasting and extruding silt filling stone dam, the height H1 below the silt surface, and the cross-sectional area A: According to the design data of the blasting and extruding silt filling stone dam, the cross-sectional height H0 and the height H1 below the silt surface are determined, and thus the cross-sectional area A is determined; Step S2: determining the equivalent width B of the blasting and extruding silt filling stone dam: The equivalent width B is determined by using the formula B=A / H0; Step S3: determining the water depth d of the blasting and extruding silt filling stone dam; Step S4: determining the specific gravity γ0 of the blasting and extruding silt filling stone: Step S5: determining the saturated unit weight of the surrounding sludge γ sat ; Step S6: determining the initial vertical stress p before the blasting of the sludge z0 : p z0 = H1y sat + dy w where γ w is the density of seawater; Step S7: determining the construction vertical stress p after the blasting and sludge extrusion z1 : p z1 = H0Y0; Step S8: determining the newly added vertical stress Δp after blasting and dewatering z : Δp z = p z1 - p z0 Step S9: Determining the internal friction angle of the peripheral sludge Step S10: determining the newly added horizontal stress Δp in the horizontal direction outside the rockfill at the rockfill bottom elevation plane x : Δp x = α Δp z Wherein, α is the horizontal stress conversion coefficient, a coordinate system is established at the center of the filling stone dam, the bottom of the filling stone is the horizontal coordinate, that is, the x-axis, and the vertical center is the vertical coordinate, that is, the y-axis; when x / B=0.5, α=0.5; when x / B=1.0, α=0; when 0.5 Step S11: determining the newly added vertical stress Δp of the rockfill outside at the rockfill bottom elevation plane z ' Δp z ' = Δp x tan 2 δ wherein Step S12: determining the silt raised height s of the filling stone outside at the filling stone bottom elevation plane:

2. The method according to claim 1, wherein the method is characterized by: In step S1, the cross-sectional area is determined by using the area query function of Auto-CAD.

3. The method according to claim 1, wherein the method is characterized by: In step S3, according to the design data of the blasting and extruding silt filling stone dam, the water depth d of the blasting and extruding silt filling stone dam is determined.

4. The method according to claim 1, wherein the method is characterized by: In step S4, a certain amount of rockfill is filled into a cubic container with a volume of 1 m 3 The mass of the rockfill is weighed, and the mass is divided by the volume to obtain the density, which is then multiplied by the acceleration of gravity to obtain the unit weight γ 0。 5. The method according to claim 1, wherein the method is characterized by: In step S5, a typical silt undisturbed soil sample is taken from the surrounding silt, and its density is tested using the ring knife method, and then multiplied by the acceleration of gravity to obtain its saturated unit weight γ sat .

6. The method according to claim 1, wherein the method is characterized by: In step S9, the typical undisturbed soil sample retrieved from the sludge is subjected to a direct shear test to determine its internal friction angle 7. An electronic device comprising a memory, a processor, and a computer program stored on the memory and executable on the processor, characterized in that, The processor executes the program to realize the calculation steps of the blasting and extruding silt filling stone peripheral silt raised amount prediction method according to any one of claims 1-6.

8. A non-transitory computer-readable storage medium having stored thereon a computer program, characterized in that, The computer program is executed by the processor to realize the calculation steps of the blasting and extruding silt filling stone peripheral silt raised amount prediction method according to any one of claims 1-6.

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