Soil body reinforcing method

Abstract

The invention provides a soil body reinforcing method, and relates to the technical field of soil body reinforcing. The soil body reinforcing method comprises the steps that foundation processing information of a to-be-reinforced area is determined, and reinforcing information and acceptance information of the to-be-reinforced area are obtained according to survey information and the foundation processing information; the vibroflotation applicability of the to-be-reinforced area is obtained according to the soil test information, and a backfill material is determined according to the vibroflotation applicability; determining a construction parameter range according to the reinforcement information and the acceptance information; according to the construction parameter range, the backfill material tests the test area of the to-be-reinforced area, and construction parameters are determined based on the test result; and dividing a to-be-reinforced area according to the test result, and constructing the to-be-reinforced area based on the division result and the construction parameters. According to the embodiment of the invention, the reinforcement construction of the to-be-reinforced area can be accurately matched with the actual demand, the possibility of reinforcement failure or repeated reinforcement is effectively avoided, the reinforcement cost is reduced, and the safety of subsequent construction is improved.

Description

Technical Field

[0001] The present application relates to the technical field of soil reinforcement, and specifically, to a soil reinforcement method. Background Art

[0002] Fine sand refers to sandy soil in which more than 50% of the particles are less than 0.25mm and greater than 0.075mm in size. The dry fine sandy soil after backfilling has the characteristics of low initial bearing capacity, being loose and difficult to compact, and being easily disturbed by wind after watering and compaction.

[0003] Due to the above characteristics of fine sand, when constructing slopes with fine sand soil and their associated foundations, vibratory and rolling construction is required to achieve the reinforcement of the slopes and foundations. In the existing construction methods, the empirical construction method is adopted to divide the vibratory zone and rolling zone and to reinforce the slopes and foundations. However, the regional division method and construction method required in different regions are often different. The empirical construction method is prone to reinforcement failure or the need for multiple reinforcements due to the mismatch between the divided area or construction method and the actual environment, which increases the reinforcement cost and affects the safety of subsequent construction. Summary of the invention

[0004] The present application provides a soil reinforcement method, which can solve the problem that the existing empirical construction method is prone to reinforcement failure, requires multiple reinforcements, increases reinforcement costs and affects the safety of subsequent construction. To achieve this purpose, the present application provides the following solutions.

[0005] According to one aspect of an embodiment of the present application, a soil reinforcement method is provided, wherein the soil in the area to be reinforced includes fine sand, and the method includes:

[0006] Determine the foundation treatment information of the area to be reinforced, and obtain the reinforcement information and acceptance information of the area to be reinforced according to the survey information and the foundation treatment information, wherein the area to be reinforced includes a slope and a foundation associated with the slope, and the survey information includes in-situ test and geotechnical test information of the area to be reinforced;

[0007] Obtaining the vibro-compaction suitability of the area to be reinforced according to the geotechnical test information, and determining the backfill material according to the vibro-compaction suitability;

[0008] Determining a construction parameter range according to the reinforcement information and the acceptance information;

[0009] Conducting a test on the test area of ​​the area to be reinforced according to the range of construction parameters and the backfill material, and determining construction parameters based on the test results, wherein the construction parameters include vibro-compaction parameters and rolling parameters;

[0010] The area to be reinforced is divided according to the test results, and the area to be reinforced is constructed based on the division results and the construction parameters, wherein the division results include a vibro-compaction area and a rolling area.

[0011] In a possible implementation, the foundation treatment information includes the use condition of the area to be reinforced, and the survey information includes the properties of the soil to be reinforced and the purpose of the area to be reinforced;

[0012] The step of obtaining reinforcement information and acceptance information of the area to be reinforced according to the survey information and the foundation treatment information includes:

[0013] Obtaining the treatment standard of the foundation according to the use condition, the properties of the soil to be reinforced and the purpose, and determining the reinforcement information and the acceptance information according to the standard;

[0014] The safety and stability analysis results of the slope are obtained according to the operating conditions and the properties of the soil to be reinforced, and the reinforcement information and acceptance information corresponding to the slope are determined based on the safety and stability analysis results. The properties of the soil to be reinforced are determined through on-site in-situ tests and indoor tests of soil samples.

[0015] In a possible implementation, obtaining the safety stability analysis result of the slope according to the use condition and the properties of the soil to be reinforced includes:

[0016] Obtain the slope stability safety factor according to the height of the slope, soil layer conditions and the use conditions, and obtain the slope ratio and slope top use load of the slope according to the site use conditions;

[0017] The internal friction angle of the slope soil is determined according to the slope stability safety factor and the slope ratio.

[0018] In a possible implementation, the geotechnical test information includes a particle grading curve, and obtaining the vibro-impact suitability of the area to be reinforced according to the geotechnical test information includes:

[0019] Obtaining soil parameters of the soil to be reinforced in the area to be reinforced, and obtaining the vibro-impact applicability according to the soil parameters, the particle grading curve and preset conditions, wherein the soil parameters include fine particle content and clay content;

[0020] The preset condition can be expressed as:

[0021]

[0022] Among them, FC is the fine particle content, CC is the clay content, S nis the vibration applicability coefficient, D50 is the particle diameter corresponding to 50% on the particle grading curve, D20 is the particle diameter corresponding to 20% on the particle grading curve, and D10 is the particle diameter corresponding to 10% on the particle grading curve.

[0023] In a possible implementation, the test area of ​​the area to be reinforced includes a vibro-impact test area, and the vibro-impact test area is determined according to the treatment depth and the vibro-impact applicability coefficient;

[0024] The testing of the test area of ​​the area to be reinforced according to the construction parameter range and the backfill material includes:

[0025] Vibrating the vibratory test area to form a vibratory hole according to the construction parameter range, adding the backfill material to the vibratory hole and vibrating to form a pile body;

[0026] Calculate the pile diameter of the pile body according to the filler amount, and obtain the influence range of the single pile based on the post-construction in-situ test results corresponding to the pile diameter;

[0027] A pile group test area is set up according to the influence range of the single pile.

[0028] In a possible implementation, the test area of ​​the area to be reinforced includes a rolling test area, and the test of the rolling test area includes:

[0029] pouring water into the rolling test area;

[0030] If it is determined that the moisture content of the rolling test area meets the preset rolling construction conditions, rolling construction is performed on the rolling test area according to the construction parameter range;

[0031] Determining the construction parameters based on the test results includes:

[0032] The rolling parameters are determined according to the compaction data of the rolling test area after the rolling construction, and the rolling parameters include the number of rolling passes, the rolling method, and the loose paving coefficient.

[0033] In a possible implementation, dividing the area to be reinforced according to the test result includes:

[0034] The minimum height of the vibro-impact zone is determined according to the pile diameter, and the minimum width of the vibro-impact zone is determined based on the influence range of the single pile.

[0035] In a possible implementation, the position of each vibro-impact zone and each rolling zone corresponding to the slope is determined based on the division result, and the construction sequence of the vibro-impact zone and the rolling zone corresponding to the slope is determined according to the position;

[0036] Large-area vibro-impact construction is performed on the foundation according to the vibro-impact parameters, and the vibro-impact area and the rolling area corresponding to the slope are constructed according to the construction sequence and the construction parameters.

[0037] In a possible implementation, performing rolling construction on the rolling area corresponding to the slope includes:

[0038] Dividing the rolling area into multiple layers based on the rolling parameters, and performing rolling construction on each layer;

[0039] If the top elevation of the rolling area reaches the predetermined elevation, it is determined that the construction of the rolling area is completed;

[0040] The rolling construction comprises:

[0041] Backfilling the compaction area based on the compaction parameters, and leveling the backfilled compaction area;

[0042] Dividing the rolling area into a plurality of separated areas, and filling the separated areas with water to a preset moisture content;

[0043] Rolling the separated area in the rolling area based on the rolling parameters, and performing compaction detection on the rolling area;

[0044] If it is determined that the detected compaction degree is greater than or equal to the preset compaction degree, the rolling construction of the next layer is performed.

[0045] In a possible implementation, the rolling construction on the rolling area corresponding to the slope further includes:

[0046] The vibro-impact zone associated with the rolling zone is determined, and the associated vibro-impact zone is backfilled during the rolling construction, and the backfill height of the vibro-impact zone is greater than or equal to the current height of the rolling zone.

[0047] The beneficial effects of the technical solution provided by the embodiment of the present application are:

[0048] The soil reinforcement method provided in the present application determines the foundation treatment information of the area to be reinforced, and obtains the reinforcement information and acceptance information of the area to be reinforced according to the survey information and the foundation treatment information; detects the vibro-compaction suitability of the area to be reinforced according to the geotechnical test information, and determines the backfill material according to the vibro-compaction suitability; determines the range of construction parameters according to the reinforcement information and the acceptance information; tests the test area of ​​the area to be reinforced according to the construction parameter range and the backfill material, and determines the construction parameters based on the test results; divides the area to be reinforced according to the test results, and constructs the area to be reinforced based on the division results and the construction parameters. The embodiment of the present application can divide the area to be reinforced and determine the construction parameters according to the survey information and the foundation treatment information of the area to be reinforced, so as to ensure that the reinforcement construction of the area to be reinforced is accurately matched with the actual needs, effectively avoid the possibility of reinforcement failure or the need for multiple reinforcements, reduce the reinforcement cost and improve the safety of subsequent construction. BRIEF DESCRIPTION OF THE DRAWINGS

[0049] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the following is a brief introduction to the drawings required for use in describing the embodiments of the present application.

[0050] Figure 1 A flow chart of a soil reinforcement method provided in an embodiment of the present application;

[0051] Figure 2 A schematic diagram of an area to be reinforced in the soil reinforcement method provided in an embodiment of the present application;

[0052] Figure 3 A schematic diagram of the regional division in the soil reinforcement method provided in an embodiment of the present application;

[0053] Figure 4 A flow chart of the construction process in the soil reinforcement method provided in the embodiment of the present application;

[0054] Figure 5 A schematic diagram of layered backfilling, rolling and vibrocompaction at the foot of a slope in the soil reinforcement method provided in an embodiment of the present application;

[0055] Figure 6 A schematic diagram of slope foot vibration in the soil reinforcement method provided in an embodiment of the present application;

[0056] Figure 7 A schematic diagram of the second layer of backfilling and water compaction in the soil reinforcement method provided in an embodiment of the present application;

[0057] Figure 8 A schematic diagram of the second layer of vibration in the soil reinforcement method provided in an embodiment of the present application;

[0058] Fig. 9 A schematic diagram of the third layer of backfilling and water compaction in the soil reinforcement method provided in an embodiment of the present application;

[0059] Fig.10 A schematic diagram of the third layer of vibro-impact in the soil reinforcement method provided in an embodiment of the present application;

[0060] Fig.11 A schematic diagram of the fourth layer of backfilling and water compaction in the soil reinforcement method provided in an embodiment of the present application;

[0061] Fig.12 A schematic diagram of the fourth layer of vibro-impact in the soil reinforcement method provided in an embodiment of the present application;

[0062] Fig.13 A schematic diagram of the fifth layer of backfilling and water compaction in the soil reinforcement method provided in an embodiment of the present application;

[0063] Fig.14 A schematic diagram of the fifth layer of vibro-impact in the soil reinforcement method provided in an embodiment of the present application;

[0064] Fig.15 A schematic diagram of the sixth layer of backfilling and water compaction in the soil reinforcement method provided in an embodiment of the present application;

[0065] Fig.16 A schematic diagram of the remaining part of the soil reinforcement method provided in the embodiment of the present application;

[0066] Fig.17 A schematic diagram of backfilling and leveling in layered rolling provided in an embodiment of the present application;

[0067] Fig.18 A schematic diagram of setting up ridges in layered rolling provided in an embodiment of the present application;

[0068] Fig.19 A schematic diagram of watering during layered rolling provided in an embodiment of the present application;

[0069] Fig. 20 A schematic diagram of rolling and detection in layered rolling provided in an embodiment of the present application;

[0070] Fig.21 A schematic diagram of backfilling the next layer in the layered rolling provided in an embodiment of the present application. DETAILED DESCRIPTION

[0071] The embodiments of the present application are described below in conjunction with the drawings in the present application. It should be understood that the implementation methods described below in conjunction with the drawings are exemplary descriptions for explaining the technical solutions of the embodiments of the present application and do not constitute a limitation on the technical solutions of the embodiments of the present application.

[0072] It will be understood by those skilled in the art that, unless specifically stated, the singular forms "one", "said", and "the" used herein may also include plural forms. It should be further understood that the terms "including" and "comprising" used in the embodiments of the present application refer to that the corresponding features can be implemented as the presented features, information, data, steps, operations, elements and / or components, but do not exclude the implementation of other features, information, data, steps, operations, elements, components and / or combinations thereof supported by the present technical field. It should be understood that when we say that an element is "connected" or "coupled" to another element, the one element may be directly connected or coupled to the other element, or it may refer to that the one element and the other element establish a connection relationship through an intermediate element. In addition, the "connection" or "coupling" used herein may include wireless connection or wireless coupling. The term "and / or" used herein indicates at least one of the items defined by the term, for example, "A and / or B" indicates that it is implemented as "A", or is implemented as "A", or is implemented as "A and B".

[0073] In order to make the objectives, technical solutions and advantages of the present application clearer, the implementation methods of the present application will be further described in detail below with reference to the accompanying drawings.

[0074] The following describes several exemplary embodiments to illustrate the technical solutions of the embodiments of the present application and the technical effects produced by the technical solutions of the present application. It should be noted that the following embodiments can refer to, draw on or combine with each other, and the same terms, similar features and similar implementation steps in different embodiments will not be described repeatedly.

[0075] The soil reinforcement method provided in this application is intended to solve at least one technical problem existing in the prior art.

[0076] The present application provides a soil reinforcement method, such as Figure 1-Figure 21 As shown, the soil reinforcement method of the present application includes:

[0077] S101: Determine the foundation treatment information of the area to be reinforced, and obtain the reinforcement information and acceptance information of the area to be reinforced according to the survey information and the foundation treatment information.

[0078] Optionally, the area to be reinforced includes the slope and the foundation associated with the slope, and the survey information includes in-situ test and geotechnical test information of the area to be reinforced. The design slope line of the area to be reinforced can be determined based on the foundation treatment information, and the area where the slope needs to be constructed can be determined based on the design slope line. Specifically, the area to be reinforced is as follows: Figure 2 As shown, the original slope line is represented by a dotted line, and the area between the design slope line and the original slope line of the slope is determined as the area that requires layered rolling or vibration treatment.

[0079] Optionally, the foundation treatment information is a prerequisite for reinforcement construction of the area to be reinforced, wherein the foundation treatment information includes at least one of the plane layout information, backfill and excavation information, and usage conditions of the area to be reinforced.

[0080] Specifically, the plane layout information may include the regional division information of the foundation and the slope in the area to be reinforced, and the purpose information of the foundation, such as the building area, road area, pipeline area, etc. The backfill and excavation information may include the area range of the backfill and excavation in the area to be reinforced, the type of soil used for backfill, the type of soil in the excavation area, etc. The use condition may include parameters related to the plane layout information, backfill and excavation information. For example, when the purpose of the foundation is the construction and yard area, the use condition may include that the foundation bearing capacity reaches 150kPa after foundation treatment, the long-term settlement is not less than 25mm, the uneven settlement is not less than 1 / 1000, and the relative density is not less than medium density within the depth range of twice the foundation width (foundation width) in the soil at the bottom of the foundation; when the purpose of the foundation is the road area, the use condition includes: the characteristic bearing capacity reaches 40kPa and the settlement is less than 40mm; when it is used as a landscape area, the corresponding use condition includes: the characteristic bearing capacity reaches 20kPa.

[0081] Optionally, when the foundation treatment information includes the operating conditions of the area to be reinforced, and the survey information includes the properties of the soil to be reinforced and the purpose of the area to be reinforced; the reinforcement information and acceptance information of the area to be reinforced are obtained based on the survey information and the foundation treatment information, including: obtaining the foundation treatment standard based on the operating conditions, the properties of the soil to be reinforced and the purpose, and determining the reinforcement information and acceptance information based on the standard; obtaining the safety and stability analysis results of the slope based on the operating conditions and the properties of the soil to be reinforced, and determining the reinforcement information and acceptance information corresponding to the slope based on the safety and stability analysis results, and the properties of the soil to be reinforced are determined through on-site in-situ tests and indoor tests of soil samples.

[0082] Optionally, the properties of the soil to be reinforced can be determined by on-site in-situ tests (on-site in-situ tests) and indoor tests of soil samples. The properties of the soil to be reinforced may include the fine particle content and clay content of the soil to be reinforced.

[0083] Optionally, the treatment standards may include indicators such as bearing capacity, settlement, relative density, etc. of the foundation. These indicators may be determined based on the purpose of the foundation. Some treatment standards may be determined by parameters in the use conditions. These indicators may also be further adjusted according to the properties of the soil to be reinforced. After obtaining the treatment standards, the reinforcement information and acceptance information required for the foundation are determined according to the treatment standards. The reinforcement information may be the reinforcement standard of the foundation, and the acceptance information may include the acceptance standards required for acceptance after the reinforcement construction of the foundation.

[0084] In one embodiment, the survey information may be a geological survey report, which may include the properties of the soil to be reinforced and the purpose of the foundation treatment area. The reinforcement standard and the acceptance standard may be determined based on the treatment standard of the foundation. For example, if it is determined according to the treatment standard that the characteristic bearing capacity of the foundation must be no less than 150 kPa, a flat plate load test is used for acceptance. For the long-term settlement index in the treatment standard, a large-scale regional load test may be used for acceptance. The relative density index corresponding to different depths of the soil can be accepted through standard penetration tests and static penetration tests.

[0085] Optionally, the safety stability analysis result is obtained by performing a safety stability analysis on the slope. The safety stability analysis result of the slope includes the slope ratio and the internal friction angle of the slope soil. The relevant reinforcement information may include the compaction degree and the number of standard penetration hits. The acceptance criteria can be determined based on the compaction degree and the number of standard penetration hits.

[0086] Optionally, the safety and stability analysis results of the slope are obtained according to the operating conditions and the properties of the soil to be reinforced, including: obtaining the slope stability safety factor according to the height of the slope, the soil layer conditions and the operating conditions, and obtaining the slope ratio and the slope top load through the site conditions; determining the internal friction angle of the slope soil according to the slope stability safety factor and the slope ratio.

[0087] Optionally, the slope grade can be determined according to the slope height, working conditions, and soil conditions, and the slope stability safety factor can be determined based on the slope grade. Relevant specifications can be queried based on the slope grade, and the relevant specifications can include "Technical Specifications for Building Slope Engineering" GB 50330-2013, and the slope stability safety factor corresponding to the slope grade can be obtained through the specification.

[0088] Optionally, the slope ratio and slope top load of the slope can be determined according to the site use conditions corresponding to the slope, such as the slope toe position and slope top position in the site use conditions to determine the slope ratio and slope load. After obtaining the slope ratio and slope load, use slope calculation software such as GEO-SLOPE, Slope Correction, finite element software to calculate or manually calculate the slope soil internal friction angle when the slope ratio and slope stability safety factor are met according to Appendix A of the Technical Specifications for Building Slope Engineering GB 50330-2013.

[0089] Optionally, the compaction degree and standard penetration number of the slope are calculated based on the internal friction angle of the slope soil, and then the acceptance standard is determined according to the compaction degree and standard penetration number.

[0090] Optionally, after obtaining the internal friction angle of the slope soil, it is also possible to determine whether the slope can meet the internal friction angle of the slope soil according to the properties of the soil to be reinforced. If it is determined that the internal friction angle is difficult to achieve for the soil to be reinforced, the slope ratio or the soil to be reinforced is processed. For example, the position of the top or foot of the slope is modified to slow down the slope ratio, thereby obtaining a new internal friction angle; or some crushed stone is mixed in the soil to be reinforced of the slope for backfilling and compaction to increase the internal friction angle of the slope soil.

[0091] In one embodiment, the slope reinforcement standards may include the slope stability safety factor reaching above 1.30, the relative density of the slope soil reaching above medium density, the average value of the standard penetration test in the vibro-impact zone reaching above 12 hits, and the compaction degree in the rolling zone reaching above 95%).

[0092] S102: Obtain the vibro-compaction suitability of the area to be reinforced based on geotechnical test information, and determine the backfill material based on the vibro-compaction suitability.

[0093] Optionally, the geotechnical test information may include a particle grading curve and preset conditions related to the applicability of the vibroflotation method. Obtaining the vibroflotation applicability of the area to be reinforced according to the geotechnical test information includes: obtaining soil parameters of the soil to be reinforced in the area to be reinforced, and obtaining the vibroflotation applicability according to the soil parameters, the particle grading curve and preset conditions. The soil parameters can be determined by the soil properties of the soil to be reinforced, and the soil parameters include fine particle content and clay content.

[0094] Optionally, the vibroflotation applicability includes whether it can be used for vibroflotation reinforcement. If it is determined that the soil to be reinforced meets the preset conditions according to the soil parameters and the particle grading curve, the soil to be reinforced is determined to be suitable for vibroflotation reinforcement. If it is determined that the soil to be reinforced does not meet the preset conditions, the area to be reinforced is backfilled and reinforced to meet the needs of vibroflotation reinforcement.

[0095] In one embodiment, the preset condition can be expressed as:

[0096]

[0097] Among them, FC is the fine particle content, CC is the clay content, S n is the vibroflotation suitability coefficient, D50 is the particle diameter corresponding to 50% on the particle grading curve, D20 is the particle diameter corresponding to 20% on the particle grading curve, and D10 is the particle diameter corresponding to 10% on the particle grading curve. The smaller the vibroflotation suitability coefficient, the better the suitability of direct vibroflotation. If it is determined that the preset conditions are not met, crushed stone can be used as backfill during backfilling to form vibroflotation crushed stone piles to reinforce the soil to be reinforced.

[0098] Optionally, the fine particle content is the content of soil particles with a particle size less than 0.075 mm, and the clay particle content is the content of soil particles with a particle size less than 0.005 mm.

[0099] S103: Determine the range of construction parameters according to the reinforcement information and acceptance information.

[0100] Optionally, when obtaining the construction parameter range, the construction parameter range can be obtained according to the relevant processing rules of foundation construction and slope construction, the reinforcement information, and the acceptance information. The relevant processing rules may include processing specifications, and the processing specifications may include "Technical Specifications for Building Foundation Treatment" JGJ 79-2012; "Technical Specifications for Building Slope Engineering" GB50330-2013; "Code for Design of Building Foundations" (GB 50007-2011) and other processing rules related to the reinforcement construction of the area to be reinforced.

[0101] Optionally, the processing rules may also include technical descriptions of construction equipment, technical manuals and technical specifications related to construction, and other data related to the determination of the construction parameter range. Specifically, the technical manual may include 《 Books describing construction techniques such as "Soil Mechanics" and "Handbook of Foundation Treatment".

[0102] Optionally, the construction parameter range includes the range data of vibration treatment parameters and rolling treatment parameters. Among them, the vibration treatment parameters include parameters such as vibrator power, vibration control current, vibration retention time, theoretical pile diameter, and influence range; the rolling treatment parameters include: roller model, number of rolling passes, loose paving coefficient, optimal moisture content, rolling layer thickness, and other parameters.

[0103] S104: Testing the test area of ​​the area to be reinforced according to the construction parameter range and the backfill material, and determining the construction parameters based on the test results.

[0104] Optionally, the construction parameters include vibro-compaction parameters and rolling parameters, and the location of the test area in the area to be reinforced can be determined based on survey information.

[0105] Optionally, the test area of ​​the area to be reinforced includes a vibro-impact test area, which can be determined based on the treatment depth and vibro-impact applicability coefficient obtained according to the survey information. A vibro-impact test is performed on the vibro-impact test area.

[0106] In one embodiment, the location in the area to be reinforced where the treatment depth is the deepest and the vibroflotation applicability coefficient is the largest (ie, the applicability is the worst) can be determined as the location of the vibroflotation test area, and a vibroflotation test is performed on this location.

[0107] Optionally, a test area of ​​the area to be reinforced is tested according to the range of construction parameters and backfill materials, including: vibrating a vibrating hole in the vibrating test area according to the range of construction parameters, adding backfill materials to the vibrating hole and vibrating to form a pile body; calculating the pile diameter of the pile body according to the amount of filler, obtaining the influence range of a single pile based on the post-construction in-situ test results corresponding to the pile diameter; and setting a pile group test area according to the influence range of a single pile. The post-construction in-situ test includes a standard penetration test or a static penetration test.

[0108] In one embodiment, the vibro-impact test can be a single-point vibro-impact test. The process of the single-point vibro-impact test can be divided into a downward hole-making stage and an upward vibration retention stage. In the downward hole-making stage, the vibro-impacter relies on the front-end water pressure to make a hole and sinks by its own weight. During the sinking process, the real-time control current I1 and the total hole-making time T1 of the vibro-impacter should be monitored and recorded. After the vibro-impacter reaches the designed pile bottom position, the water pressure is reduced and the bottom vibration is retained. The bottom vibration retention time Td can be determined according to the control current I2. If it is detected that the control current rises significantly from I1 and stabilizes to I2, it starts to lift up. Before each lifting, backfill should be added to the vibro-impacted hole. The selection of backfill can be determined according to the vibro-impact adaptability. The volume V of the backfill is recorded. The lifting spacing H should not be greater than 1m. After lifting, the vibro-impacter is reversed downward to a depth of H / 2. When the control current of the vibro-impacter reaches I2, it is lifted again until the entire pile body is obtained. After the pile is completed, the theoretical pile diameter D of the pile is calculated by the filling amount. After the vibration is completed, wait for a predetermined time to test the soil at a distance D from the center of the pile, and determine the soil strength recovery time based on the test results. After the soil strength is fully restored, a standard penetration test or static penetration test is carried out at the distances D, 2D, and 3D from the center of the pile, and the influence range B of the single pile is determined based on the test results. After the influence range of the single pile is determined, the pile group test area is arranged according to the B spacing. After the pile group test area is completed, it is determined that the reinforcement is feasible and then large-scale treatment construction can be carried out.

[0109] Optionally, the test area of ​​the area to be reinforced includes a rolling test area, and the test of the rolling test area includes: pouring water into the rolling test area; if it is determined that the moisture content of the rolling test area meets the preset rolling construction conditions, rolling construction is performed on the rolling test area according to the construction parameter range; the construction parameters are determined based on the test results, including: determining the rolling parameters according to the compaction data of the rolling test area after the rolling construction, and the rolling parameters include the number of rolling passes, the rolling method, and the loose paving coefficient. The preset condition may include that the deviation between the moisture content of the soil layer within the rolling range and the optimal moisture content is less than a preset threshold.

[0110] Optionally, the rolling characteristics of the backfill material are tested by a rolling test, which can be performed simultaneously with the vibro-impact test.

[0111] Optionally, the steps of the rolling test include: watering the rolling test area, sampling soil samples at different depths at different positions after watering, determining the moisture content of soil layers at different depths according to the sampling results, and clarifying the relationship between the amount of watering and the moisture content of soil layers at different depths based on the moisture content. When the soil layer within the range to be rolled is at an optimal moisture content (such as 12±2%), the rolling test area is rolled, and after rolling, a compaction test is performed on the soil layers at different depths in the rolling test area, and the relationship between the compaction effect at different depths and the number of rolling passes is determined according to the test results, and the appropriate number of rolling passes and layer thickness are selected based on the relationship.

[0112] Specifically, a rolling test area with a length of 30m, a width of 5m and a thickness of 1m can be backfilled with the backfill material used in the slope. The rolling test area is tested by rolling after watering. After each rolling, the compaction degree at different depths is measured, and a curve of the relationship between the rolling variable and the compaction degree at different depths can be obtained. Based on the curve, the number of times that meet the compaction requirements (such as medium density) is selected. The loose paving coefficient can be the thickness of the soil layer that meets the compaction requirements before rolling divided by the corresponding thickness after compaction. Among them, after 4 times of vibration rolling + 1 time of static pressing in the rolling test area, the area with a compaction degree of 93% is the surface layer of 50cm, and the layer thickness after compaction is reduced by 10cm, that is, 60cm of soil is compacted to 50cm, and the loose paving coefficient is 60 / 50=1.2. The number of rolling times can be 4 times of vibration rolling + 1 time of static pressing.

[0113] S105: Divide the area to be reinforced according to the test results, and perform construction on the area to be reinforced based on the division results and construction parameters.

[0114] Optionally, the slope is divided according to the test results, and the division results include a vibro-impact zone and a rolling zone. The area to be reinforced is divided according to the test results, including: determining the minimum height of the vibro-impact zone according to the pile diameter, and determining the minimum width of the vibro-impact zone based on the influence range of a single pile. The width of the rolling zone can be greater than or equal to the minimum working width of the rolling equipment. A large-area vibro-impact treatment is performed on the foundation of the area to be reinforced.

[0115] In one embodiment, the vibro-compaction zone and the rolling zone to be rolled in layers are divided as follows: Figure 3 As shown, the area filled with dots is the vibrating zone, and the area filled with lines is the rolling zone. Specifically, the minimum height of the vibrating zone should not be less than 5D, the minimum width L1 can be the single pile influence range B, and the rolling zone width should not be less than the minimum working width L2 of the rolling equipment. When dividing the area, it should be done from bottom to top, and the area of ​​the layered rolling zone should be minimized to improve work efficiency and reduce costs.

[0116] Optionally, the total construction time and total construction cost may also be referred to when dividing the vibro-compaction zone and the rolling zone.

[0117] Optionally, construction is performed on the area to be reinforced based on the division results and construction parameters, including: determining the position of each vibro-impact zone and each compaction zone corresponding to the slope based on the division results, and determining the construction sequence of the vibro-impact zones and compaction zones corresponding to the slope according to the positions; performing large-area vibro-impact construction on the foundation according to the vibro-impact parameters, and constructing the vibro-impact zones and compaction zones corresponding to the slope according to the construction sequence and construction parameters.

[0118] In one embodiment, Figure 4 As shown, the construction parameters are determined, and the area to be reinforced is divided into regions, wherein the foundation of the area to be reinforced is used as a vibrating zone, and the construction is carried out by vibrating. The slope is divided into multiple vibrating zones and rolling zones. Since the construction is carried out from bottom to top, the construction sequence can be determined according to the positions of the vibrating zones and rolling zones. In addition, after the vibrating zones and rolling zones are determined, a construction plan is prepared according to the obtained construction parameters, wherein the construction parameters and the division information of the vibrating zones and rolling zones can be transmitted to the formulated construction plan preparation object, and the construction plan fed back by the construction plan preparation object is obtained. Based on the construction plan, the preparatory work before construction is completed, such as sending equipment dispatch instructions, obtaining elevation measurement information of the area to be reinforced, determining the object to be constructed and the operation performed by the object, etc. After the preparatory work is completed, the slope angle of the slope is backfilled according to the construction plan, the backfilled rolling area is paved and leveled, and the rolling area is watered and rolled layer by layer (such as vibrating the rolling area). The compaction degree of the area after the rolling construction is tested. If the compaction degree test is determined to pass, the rolling area is watered and rolled for the next layer. If the height of the rolling area reaches the designed elevation, the vibroflotation area associated with the rolling area is vibroflotated according to the construction plan. After the vibroflotation construction is completed, a drilling test is carried out. If it is determined that the soil layers at different depths are qualified, the next step of processing is carried out. If it is determined to be unqualified, the vibroflotation construction is carried out again until the test is qualified. Repeat the rolling construction and vibroflotation construction until the designed slope elevation is reached.

[0119] Optionally, rolling construction is performed on the rolling area corresponding to the slope, including: dividing the rolling area into multiple layers based on rolling parameters, and performing rolling construction on each layer; if the top elevation of the rolling area reaches a predetermined elevation, it is determined that the construction of the rolling area is completed; the rolling construction includes: backfilling the rolling area based on the rolling parameters, and leveling the rolling area after backfilling; dividing the rolling area into multiple separation areas, and irrigating the separation areas to a preset moisture content; rolling the separation areas in the rolling area based on the rolling parameters, and performing a compaction test on the rolling area; if it is determined that the detected compaction is greater than or equal to the preset compaction, executing the rolling construction of the next layer.

[0120] In one embodiment, Figure 17-Figure 21As shown, when the rolling area is rolled in layers, the rolling construction of each layer can be carried out in the following ways: 1. Backfilling and leveling, which includes: a) spreading dry fine sand, and the spreading thickness and loose spreading coefficient of each layer can be determined according to the rolling test results in the previous article; b) leveling dry fine sand; 2. Setting up earth ridges, using earth ridges to divide and enclose the rolling area, and the divided area of ​​each separated area should be less than 2000 square meters. The earth ridges can be directly constructed with dry fine sand on site, and the height of the earth ridges can be 20 to 30 cm; 3. Irrigation, water is poured into the separated areas inside the earth ridges, so that the dry fine sand in the newly backfilled area to be rolled at the bottom is completely moistened and reaches the optimal moisture content; 4. Roller rolling, the area after watering is rolled by a roller, and rolling equipment other than rollers can also be used. The rolling equipment and rolling parameters are determined according to the rolling test results. The compaction degree of the rolling area after the rolling construction is detected. If the compaction degree is greater than or equal to a preset compaction degree (such as 95%), it is determined that the rolling construction of the rolling area is completed.

[0121] Optionally, during the rolling process, coarse aggregate can be laid on top of the soil to be rolled to increase the rolling effect and improve construction efficiency.

[0122] Optionally, to improve slope stability, geogrids can be laid in layers to increase slope stability.

[0123] The soil reinforcement method of the present application is further described below through a specific embodiment of the soil reinforcement method.

[0124] In one embodiment, the foundation treatment information (including plane layout information, backfill and excavation scope, foundation and slope usage conditions) is confirmed, and the scope of the area to be reinforced is determined according to the foundation treatment information, and the area to be reinforced is determined to be used as a yard (that is, the top of the slope is reinforced and used as a container yard). According to the survey information of the area and the foundation treatment information, the bearing capacity requirement of the foundation area in the area to be reinforced is determined to be 150kPa, and the foundation settlement requirement is 25mm. Comprehensive calculation shows that the relative density of the on-site foundation soil must reach medium density or above, and the equivalent standard penetration number should reach 15 hits or above. Among them, after determining the purpose of the foundation, the superstructure of the foundation is determined based on the purpose, and then the load of the superstructure on the foundation is obtained. The bearing capacity requirement of the foundation should not be less than the load required by the structure multiplied by the safety factor. The deep bearing capacity requirement can be determined based on the stress generated by the surface load at different depths according to the Boussinesq method, and the deep bearing capacity requirement is determined based on the product of the stress magnitude and the safety factor. The layered summation method can be used to calculate the foundation settlement requirements. The compression modulus of the soil in the layered summation method can be obtained based on the standard penetration test results or static penetration test results.

[0125] The top height of the slope is 15m, and the slope ratio is 1:1.5. The excavation and backfill range of the slope on site is determined, and the internal friction angle of the soil is calculated. According to the geotechnical test information in the survey information, it is determined that the fine particle content in the field fine sand is less than 15%, and the clay content is less than 2%. The data is substituted into the vibroflotation suitability formula of the preset conditions, and the vibroflotation suitability coefficient is less than 30. The vibroflotation suitability coefficient meets the predetermined vibroflotation suitability requirements, and it is determined that vibroflotation can be carried out. According to the survey information, the area with the highest average fine particle content is selected for vibroflotation test, and the results of the on-site vibroflotation test are obtained. The 130kw vibrator is used on site for vibroflotation, and the theoretical pile diameter D is 1m. The diameter of the soil around the single pile affected by the reinforcement is 3m. Therefore, when large-scale foundation treatment is carried out, the spacing between vibroflotation points is 3.0m, the control current in the compaction stage is 105A, and the preset bottom vibration retention time is 30s. The lifting time at different depths can be determined according to the control current size. According to the statistical results of the test area, the vibration retention time can be set at about 10 to 20s.

[0126] During the rolling test, a rolling test area with a length of 20m, a width of 3m and a thickness of 100cm was paved on site with backfill material. The rolling test showed that a 26t roller could compact 60cm of loose sand on the surface with 4 vibratory rolling and 1 static rolling. The thickness of the compacted layer was 50cm after compaction, the loose paving coefficient was 1.2, and the optimal moisture content was 12%. The slope of the backfill area was divided into regions. The minimum width L1 of the vibration impact can be the maximum influence width D of a single pile, D is 3m, the minimum working width L2 of the roller is 3m, and the minimum working depth of a single-layer vibration impact zone is 5m. According to this standard, the reinforcement area is divided into vibration impact zone and rolling area from bottom to top, and the area of ​​the layered rolling area is minimized to improve work efficiency and reduce costs. Among them, the division results include the range information and elevation information corresponding to each vibration impact zone and rolling area.

[0127] like Figure 5-Figure 16As shown, the construction sequence can be represented by the numbers in the figure. Specifically, according to the divided areas and construction plans, the rolling areas of the layered rolling are watered and layered rolling is carried out area by area. After each 60cm of backfill in the rolling area, the rolling area is leveled, and each layer of backfill material is divided into an area of ​​2,000 square meters by using the method of making earth ridges with on-site fine sand. After the division is completed, each area is watered to make the moisture content of the fine sand in this layer area reach the optimal moisture content of 12%. After the watering is completed, a 26t roller can be used to roll the fine sand layer, using static pressure 1 time + strong vibration 4 times of rolling, and the speed of the roller is 8 to 12 km / h. During rolling, if the surface layer is dry, watering is required. After compaction is completed, the compaction degree of the rolling construction area shall be tested in time (within 1 day), and the compaction degree shall not be less than 95%. Otherwise, repeat step 3 until all test indicators meet the design requirements. The backfill area can be tested by the sand injection method, with one test point every 2,000 square meters. After layered rolling to the top elevation of the rolling area, a long-arm excavator is required to finely level the outer slope of the rolling area so that the slope rate of the area meets the design slope requirements.

[0128] Optionally, performing rolling construction on the rolling area corresponding to the slope also includes: determining a vibro-impact zone associated with the rolling area, and backfilling the associated vibro-impact zone during the rolling construction, wherein the backfill height of the vibro-impact zone is greater than or equal to the current height of the rolling area.

[0129] Specifically, the backfilling of the vibro-impact zone is carried out step by step following the rolling zone, but it is not necessary to roll each layer. It is only necessary to ensure that the backfill height of the vibro-impact zone is not lower than that of the rolling zone. The vibro-impact zone is backfilled 60cm each time. Repeat the layered rolling of the rolling zone until the rolling zone reaches its designed elevation. Vibro-impact construction is carried out on the backfilled vibro-impact zone. Specifically, a 130kw vibrator can be used, the spacing between vibro-impact points is 3m, the control current is 105A, and the vibration time is not less than 20s. After the vibro-impact point is completed, wait for 7 days, and after the soil strength is restored, conduct a standard penetration test. The detection depth of the standard penetration test is not less than 12 hits, and the detection depth is the same as the vibro-impact depth. If it is determined that it meets the acceptance criteria, repeat the rolling of the rolling zone and the vibro-impact construction of the vibro-impact zone until the slope elevation requirements are met. During the slope construction process, a large area of ​​the foundation area can be vibro-impacted.

[0130] The soil reinforcement method of the present application has the following advantages:

[0131] 1. The reinforced slope can effectively increase the density of the slope soil, thereby increasing the stability of the slope

[0132] 2. The vibration parameters used in the vibration method can be adjusted according to the on-site geological conditions, so as to improve the efficiency and save construction costs.

[0133] 3. The reinforced slope has higher stability, which can effectively reduce the related costs of slope support and save engineering costs.

[0134] 4. When using the vibroflotation method to reinforce slopes, no other chemical admixtures are required, which has little impact on the environment and is more environmentally friendly.

[0135] 5. Compared with other soil reinforcement methods such as dynamic compaction, the vibration of the vibroflotation method is relatively small, and the impact on surrounding residents during construction is relatively small.

[0136] 6. The vibration depth of the vibration method can be controlled by equipment, which can better adapt to slopes of different slopes and locations.

[0137] 7. Layered irrigation has a hydraulic compaction effect on dry fine sand and can save water for subsequent vibroflotation to a certain extent, reducing project costs.

[0138] The terms "first", "second", "third", "fourth", "1", "2", etc. (if any) in the specification and claims of this application and the above-mentioned drawings are used to distinguish similar objects, and are not necessarily used to describe a specific order or sequence. It should be understood that the numbers used in this way can be interchanged where appropriate, so that the embodiments of the present application described herein can be implemented in an order other than that shown or described in the drawings.

[0139] It should be understood that, although each operation step is indicated by arrows in the flowchart of the embodiment of the present application, the implementation order of these steps is not limited to the order indicated by the arrows. Unless clearly stated herein, in some implementation scenarios of the embodiment of the present application, the implementation steps in each flowchart can be performed in other orders according to demand. In addition, some or all of the steps in each flowchart may include multiple sub-steps or multiple stages based on actual implementation scenarios. Some or all of these sub-steps or stages may be executed at the same time, and each sub-step or stage in these sub-steps or stages may also be executed at different times respectively. In different scenarios of execution time, the execution order of these sub-steps or stages may be flexibly configured according to demand, and the embodiment of the present application does not limit this.

[0140] The above is only an optional implementation method for some implementation scenarios of the present application. It should be pointed out that for ordinary technicians in this technical field, without departing from the technical concept of the solution of the present application, other similar implementation methods based on the technical ideas of the present application are also within the protection scope of the embodiments of the present application.

Claims

1. A soil reinforcement method, characterized in that: The soil in the area to be reinforced consists of fine silt sand, including: Determine the foundation treatment information of the area to be reinforced, and obtain the reinforcement information and acceptance information of the area to be reinforced according to the survey information and the foundation treatment information, wherein the area to be reinforced includes a slope and a foundation associated with the slope, and the survey information includes in-situ test and geotechnical test information of the area to be reinforced; Obtaining the vibro-compaction suitability of the area to be reinforced according to the geotechnical test information, and determining the backfill material according to the vibro-compaction suitability; Determining a construction parameter range according to the reinforcement information and the acceptance information; Conducting a test on the test area of ​​the area to be reinforced according to the range of construction parameters and the backfill material, and determining construction parameters based on the test results, wherein the construction parameters include vibro-compaction parameters and rolling parameters; The area to be reinforced is divided according to the test results, and the area to be reinforced is constructed based on the division results and the construction parameters, wherein the division results include a vibro-compaction area and a rolling area.

2. The soil reinforcement method according to claim 1, characterized in that: The foundation treatment information includes the use condition of the area to be reinforced, and the survey information includes the properties of the soil to be reinforced and the purpose of the area to be reinforced; The step of obtaining reinforcement information and acceptance information of the area to be reinforced according to the survey information and the foundation treatment information includes: Obtaining the treatment standard of the foundation according to the use condition, the properties of the soil to be reinforced and the purpose, and determining the reinforcement information and the acceptance information according to the standard; The safety and stability analysis results of the slope are obtained according to the operating conditions and the properties of the soil to be reinforced, and the reinforcement information and acceptance information corresponding to the slope are determined based on the safety and stability analysis results. The properties of the soil to be reinforced are determined through on-site in-situ tests and indoor tests of soil samples.

3. The soil reinforcement method according to claim 2, characterized in that: The step of obtaining the safety and stability analysis result of the slope according to the use condition and the properties of the soil to be reinforced includes: Obtain the slope stability safety factor according to the height of the slope, soil conditions and the use conditions, and obtain the slope ratio and slope top use load according to the site use conditions; The internal friction angle of the slope soil is determined according to the slope stability safety factor and the slope ratio.

4. The soil reinforcement method according to claim 1, characterized in that: The geotechnical test information includes a particle grading curve, and obtaining the vibro-impact suitability of the area to be reinforced according to the geotechnical test information includes: Obtaining soil parameters of the soil to be reinforced in the area to be reinforced, and obtaining the vibro-impact applicability according to the soil parameters, the particle grading curve and preset conditions, wherein the soil parameters include fine particle content and clay content; The preset condition can be expressed as: Among them, FC is the fine particle content, CC is the clay content, S n is the vibro-impact suitability coefficient, D 50 D is the particle diameter corresponding to 50% on the particle grading curve. 20 D is the particle diameter corresponding to 20% on the particle grading curve. 10 It is the particle diameter corresponding to 10% on the particle grading curve.

5. The soil reinforcement method according to claim 1, characterized in that: The test area of ​​the area to be reinforced includes a vibro-impact test area, and the vibro-impact test area is determined according to the treatment depth and the vibro-impact applicability coefficient; The testing of the test area of ​​the area to be reinforced according to the construction parameter range and the backfill material includes: Vibrating the vibratory test area to form a vibratory hole according to the construction parameter range, adding the backfill material to the vibratory hole and vibrating to form a pile body; Calculate the pile diameter of the pile body according to the filler amount, and obtain the influence range of the single pile based on the post-construction in-situ test results corresponding to the pile diameter; A pile group test area is set up according to the influence range of the single pile.

6. The soil reinforcement method according to claim 1, characterized in that: The test area of ​​the area to be reinforced includes a rolling test area, and the test of the rolling test area includes: pouring water into the rolling test area; If it is determined that the moisture content of the rolling test area meets the preset rolling construction conditions, rolling construction is performed on the rolling test area according to the construction parameter range; Determining the construction parameters based on the test results includes: The rolling parameters are determined according to the compaction data of the rolling test area after the rolling construction, and the rolling parameters include the number of rolling passes, the rolling method, and the loose paving coefficient.

7. The soil reinforcement method according to claim 5, characterized in that: The dividing the area to be reinforced according to the test results includes: The minimum height of the vibro-impact zone is determined according to the pile diameter, and the minimum width of the vibro-impact zone is determined based on the influence range of the single pile.

8. The soil reinforcement method according to claim 1, characterized in that: The step of constructing the area to be reinforced based on the division result and the construction parameters includes: Determine the position of each vibro-impact zone and each rolling zone corresponding to the slope based on the division result, and determine the construction sequence of the vibro-impact zone and the rolling zone corresponding to the slope according to the position; Large-area vibro-impact construction is performed on the foundation according to the vibro-impact parameters, and the vibro-impact area and the rolling area corresponding to the slope are constructed according to the construction sequence and the construction parameters.

9. The soil reinforcement method according to claim 8, characterized in that: The rolling construction is carried out on the rolling area corresponding to the slope, including: Dividing the rolling area into multiple layers based on the rolling parameters, and performing rolling construction on each layer; If the top elevation of the rolling area reaches the predetermined elevation, it is determined that the construction of the rolling area is completed; The rolling construction comprises: Backfilling the compaction area based on the compaction parameters, and leveling the backfilled compaction area; Dividing the rolling area into a plurality of separated areas, and filling the separated areas with water to a preset moisture content; Rolling the separated area in the rolling area based on the rolling parameters, and performing compaction detection on the rolling area; If it is determined that the detected compaction degree is greater than or equal to the preset compaction degree, the rolling construction of the next layer is performed.

10. The soil reinforcement method according to claim 9, characterized in that: The rolling construction of the rolling area corresponding to the slope also includes: The vibro-impact zone associated with the rolling zone is determined, and the associated vibro-impact zone is backfilled during the rolling construction, and the backfill height of the vibro-impact zone is greater than or equal to the current height of the rolling zone.

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