CN220202717U - Construction structure for fast reinforcing high-fill side slope by high polymer grouting - Google Patents

Abstract

The construction structure comprises an original slope body, a last-stage slope arranged above the original slope body, each-stage slope arranged above the last-stage slope, a slope top arranged at the top of the slope and a platform arranged between two adjacent stages of slopes; the last-stage side slope and each-stage side slope are embedded with a high polymer grouting broken stone area and backfill soil, and the high polymer grouting broken stone area is positioned at a sliding belt with the minimum stability coefficient; the final-stage side slope and each level side slope are provided with a gabion, and each gabion is paved with fine cohesive soil so as to plant grass; drainage ditches are arranged in each stage of platform. The method can avoid the shallow sliding collapse of the backfill slope, improve the deep sliding stability coefficient of the slope, and avoid the problems of long time period and great difficulty of the conventional large-scale slide-resistant pile construction.

Description

Construction structure for fast reinforcing high-fill side slope by high polymer grouting

Technical Field

The application relates to the technical field of civil engineering, in particular to a construction structure for quickly reinforcing a high-fill side slope by high polymer grouting.

Background

The problem of mountain area high filling deep excavation is difficult to avoid, and in order to guarantee the stability of high side slope that fills in engineering construction, the conventional engineering that fills adopts is put the slope, or adds the retaining wall of muscle soil, or is large-scale retaining structure such as slide pile. However, the conventional slope releasing rate is slower and the occupied area is larger; the reinforced earth retaining wall is used as a flexible retaining structure, has relatively large deformation and good construction quality; large-scale retaining structures such as slide piles and the like have the defects of high manufacturing cost, complex construction, long period and the like.

Disclosure of Invention

The purpose of this application is to the above-mentioned problem that exists among the prior art, provides the construction structures of high side slope that consolidates fast to high polymer slip casting.

In order to achieve the purpose of the application, the application adopts the following technical scheme: the construction structure for fast reinforcing the high filling side slope by high polymer grouting comprises an original slope body, a last-stage side slope arranged above the original slope body, each-stage side slope arranged above the last-stage side slope, a top of the side slope arranged at the top of the side slope and a platform arranged between the upper adjacent side slope and the lower adjacent side slope;

the last-stage side slope and each-stage side slope are embedded with a high polymer grouting broken stone area, a broken stone area and backfill soil, and the high polymer grouting broken stone area and the broken stone area are both positioned at the sliding belt with the minimum stability coefficient;

gabion gabions are arranged on the last-stage side slope and each level side slope, and fine cohesive soil is paved on each gabion so as to plant grass;

drainage ditches are arranged in each stage of platform;

wherein, the rubble district forms through backfilling rubble, and the high polymer slip casting rubble district forms through high polymer slip casting in the rubble district, and the rubble district is all fixed through rolling tamp with backfill.

Further, the height difference of the filled stones of two adjacent gabion is not more than 35cm.

Further, the top of the gabion is provided with a turnover upper cover, a plurality of built-in partitions are arranged in the gabion, and side intersecting edges are arranged at the edges.

Further, the height of each grade of side slope is 6-8m, and two adjacent grades of side slopes pass through the platform for transition.

Further, the gabion is filled with the filling stone, and the particle size of the filling stone is between 10 and 25cm.

Further, the width of each stage of platform is 1.5-2.5 m.

Further, a settlement joint is arranged between two adjacent high polymer grouting stone breaking areas.

Further, the seam width of the settlement joint is 2-3 cm.

Further, gabion staggered joint ornaments.

Further, the drain has a depth of 25cm.

Compared with the prior art, the application has the following beneficial effects:

1. backfilling a broken stone area in a certain range of a potential most dangerous fracture surface of a high-fill side slope, filling backfill soil in the broken stone area, and simultaneously injecting high polymers into a part of broken stone areas to form a high polymer grouting broken stone area, so that the shear strength of the side slope backfill is improved, all reinforcement measures are prevented from being concentrated on the toe of the slope, the problems of long construction period and high difficulty of a conventional large-scale slide-resistant pile are also avoided, the use of a reinforced soil retaining wall with relatively difficult construction quality control is avoided, and a first heavy guarantee is provided for the stability of the fill side slope;

2. the method is combined with gabion technology, so that shallow sliding collapse of the backfill slope is avoided, and the deep sliding stability coefficient of the slope is improved;

3. the method of pre-buried reinforcing bodies is adopted, the reinforcing bodies are arranged at will in the whole process of slope filling, and the problems of long time period and high difficulty of conventional large-scale anti-slide pile construction can be avoided.

Drawings

FIG. 1 is a schematic illustration of a filled slope structure of the present application;

FIG. 2 is a schematic view of the construction of the drain in the present application;

FIG. 3 is a schematic view of gabion of the present application;

FIG. 4 is a schematic representation of the stability factor and most dangerous fracture surface calculated in the GeoStudies using SLOPE/W (unreinforced high fill SLOPE);

FIG. 5 is a schematic representation of the stability factor and most dangerous fracture surface calculated in accordance with application 1 using SLOPE/W in GeoStudies (high fill SLOPE setting of crushed stone zone);

FIG. 6 is a schematic representation of the stability factor and most dangerous fracture surface calculated in GeoStudies using SLOPE/W (high fill SLOPE after polymer grouting in crushed stone area).

In the figure, 1, an original slope body; 2. a slope roof; 3. slope; 4. a platform; 5. backfilling soil; 6. last-stage side slope; 20. a drainage ditch; 30. gabion; 31. gabion upper cover; 32. a partition is arranged in the building; 33. the side surface is connected with the edge; 40. a lithotripsy area; 41. and (5) grouting a crushed stone area by using the high polymer.

Detailed Description

The following description of the embodiments of the present application will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all, of the embodiments of the present application. All other embodiments obtained by a person of ordinary skill in the art based on the embodiments in the present application are within the scope of the protection of the present application.

It will be appreciated by those skilled in the art that in the present disclosure, the terms "longitudinal," "transverse," "up," "down," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," etc. refer to an orientation or positional relationship based on that shown in the drawings, which is merely for convenience of description and to simplify the description, and do not refer to or imply that the devices or elements referred to must have a particular orientation, be configured and operated in a particular orientation, and thus the above terms should not be construed as limiting the present application.

As shown in fig. 2, the construction structure for quickly reinforcing the high-fill side slope by high polymer grouting comprises a side slope top 2, a last-stage side slope 6, each stage of side slope 3 between the side slope top 2 and the last-stage side slope 6, a platform 4 between the two stages of side slopes 3, gabion 30, a gravel area 40, a high polymer grouting gravel area 41, backfill soil 5, an original slope body 1 and a drainage ditch 20, wherein the height of each stage of side slope 3 is 7m, the gradient rate of each stage is 1:1.5, and the gabion 30 is arranged on the slope surface of each stage of side slope 3.

In this embodiment, for convenience in understanding the construction structure of the present application, as shown in fig. 1 to 3, specific construction steps are as follows:

s00, determining a construction area, and leveling the site to the designed elevation;

s10, determining the intersection coordinates of the potentially most dangerous fracture surface and the first layer, and marking and lofting; backfilling broken stone in a region with a certain size of the first layer, backfilling soil in other regions, wherein the initially determined potential most dangerous fracture surface passes through a broken stone region with higher strength at the moment, so that the slope stability coefficient is improved, the potential most dangerous fracture surface is changed, bypassing the broken stone region to form a new potential most dangerous fracture surface, recording the intersection coordinates of the new potential most dangerous fracture surface and the second layer, and marking and lofting; after backfilling the crushed stone area on the second layer, the slope stability coefficient is improved again, the potential most dangerous fracture surface is changed again, the crushed stone area is bypassed, a new potential most dangerous fracture surface is formed, and the intersection coordinates of the new potential most dangerous fracture surface and the third layer are recorded and marked for lofting; and so on until the stability coefficient of the filled side slope meets the requirement. The crushed stone area 40 can be backfilled layer by layer, and one crushed stone area 40 is arranged at intervals of one layer or several layers, so long as the final slope stability coefficient can meet the design requirement.

In this embodiment, the calculation of the potentially most dangerous fracture surface can be determined by calculation software, as is known in the art. Based on the limit balance theory, the method of automatically positioning and searching the most dangerous sliding surface by SLOPE/W in Geostudio is utilized, the analysis type is Mongenson-Price, the inter-strip force function is a half sine function, the stability analysis is carried out on the high SLOPE 3 formed by backfilling, the broken stone area 40 is buried in the intersection area of the two sliding strips with the minimum stability coefficient, and then the broken stone area 40 is continuously added on the newly generated sliding surface until the stability coefficient of the most dangerous sliding surface meets the design requirement.

Wherein SLOPE/W is a module in the Geostudio software that is used for analysis of the stabilized SLOPE. The module may assist engineers and geologist in slope stability assessment, assessing possible landslide or rock collapse risk, and designing related earthworks or other civil engineering. The SLOPE/W module uses finite element analysis techniques and modern stability analysis methods to calculate the stability of the SLOPE, taking into account the characteristics of different types of soil and rock, including their strength, friction angle and permeability. By using the SLOPE/W module, a user can evaluate the impact of various ramp geometries, soil or rock characteristics, and additional loads on ramp stability, and make appropriate designs and improvements.

The method for automatically positioning and searching the most dangerous sliding surface is a method for automatically searching the least stable sliding surface position and inclination angle by carrying out finite element analysis on a slope and calculating stability indexes on sliding surfaces at different positions and inclination angles.

In the Morgenstern-Price model, the interior of a soil body is assumed to be a continuous medium, is subjected to the action of gravity in an equilibrium state, and has an elastic stress field and a plastic strain field. A half sine function is used as an inter-strip force function that represents the relationship of the shear stress and the positive stress of the soil mass over a horizontal interval.

In using SLOPE/W for stability analysis, the user needs to define the geometry of the SLOPE, the physical and mechanical properties of the soil and rock, and other loading and boundary conditions. The user may then calculate the stability of the ramp using an automatic position search most dangerous sliding surface method and obtain results regarding the most unstable sliding surface position, inclination, stability factor, etc. These results can help the user evaluate the stability of the ramp and design and improve as desired.

S20, after backfilling of the crushed stone area 40 is completed, rolling and tamping with filling soil are needed;

s30, gabion 30 construction is carried out on the slope surfaces of all levels;

in this embodiment, the specific construction method is as follows:

1) And (3) measuring and lofting, namely staggering and arranging gabion 30 in place on each level of leveled slope, and ensuring that after all gabion 30 are installed in place, filling stones are filled to prevent deformation, wherein the filling stone height difference of two adjacent gabion 30 is not larger than 35cm.

2) The gabion 30 is placed to avoid longitudinal through seams, four sides of the gabion 30 are erected, adjacent edges are locked by binding wires, and when the binding is performed, the binding wires are spirally twisted around two overlapped frame wires or double twisting edges of the frame wires and the mesh cage, and the screw pitch is not more than 50mm;

when gabion 30 is installed on the completed bottom layer net, binding wires are used for fixing the gabion 30 on the bottom layer of the gabion net along the lower frame of the new gabion 30, and the adjacent gabion nets on the same layer are fastened with each other by using the binding wires, so that the gabion nets are connected into a whole.

3) The filling of the block stones is carried out, the particle size of the filled block stones is between 10 cm and 25cm, the filled block stones are firm and compact, the weather resistance is strong, the size collocation is reasonable, the void degree reaching the design requirement is ensured, the exposed block stones are laid and leveled manually, the attractive surface is obtained, the block stones are prevented from flowing away from meshes by water flow, and the straight line shape of the gabion 30 mesh is ensured.

4) Closing a qualified gabion upper cover 31, filling up a gabion 30 with stones, then covering down a top cover, then spirally tightening two overlapped frame wires by using binding wires, and paving fine-grained cohesive soil on the gabion 30 after building so as to plant grass, wherein the pitch is not more than 50 mm.

The gabion 30 includes a gabion upper cover 31, a built-in partition 32, and side intersecting edges 33.

S40, constructing the platform 4 and the drainage ditch 20 between the two adjacent side slopes 3;

in the embodiment, the heights of the slopes 3 of each stage between the slope top 2 and the last-stage slope 6 are 6-8m, the adjacent two-stage slopes 3 are transited through the poured concrete platform 4, and the width of each stage of platform 4 is 1.5-2.5 m.

S50, circulating the steps S10 to S40 until construction is carried out to the slope top 2;

s60, pouring the concrete surface layer of the slope roof 2, and completing construction.

S70, the strength of the crushed stone areas is higher than that of the filled soil, so that certain help can be provided for enhancing the slope stability, but in order to further and quickly enhance the slope stability, high polymer grouting can be performed on the crushed stone areas according to the needs, holes are drilled from the slope or the slope top to the nearest crushed stone areas according to the mark of each crushed stone area 40 and the nearby principle is followed, high-pressure injection rapid hardening and high-expansion high polymer slurry is quickly solidified, and originally scattered crushed stones are cemented together, so that the strength of the crushed stone areas 40 is further enhanced. The grouting amount of the high polymer can be determined according to the indoor geotechnical test results of the crushed stone strength parameters under different grouting amounts. Because the crushed stone pores are relatively large, the rapid hardening, high pressure and high expansion high polymer slurry can quickly and uniformly penetrate in each crushed stone region 40, and the filling outside the crushed stone regions 40 can be equivalent to an insulating layer of the high polymer slurry because the pores are relatively small. Finally, a filling slope is formed with filling soil as a filler and the polymer grouting crushed stone area 41 as a reinforcing body.

In this embodiment, the shear strength parameters of the crushed stone and the shear strength parameters of the crushed stone reinforced by the high polymers with different grouting materials can be obtained in advance through a geotechnical test, and then the crushed stone areas with different sizes are set and the grouting quantities of the high polymers are different according to the requirements of the slope stability coefficient.

In the embodiment, the filling slope after the construction is completed has a structure height of 115m, and comprises a slope top 2, a last-stage slope 6, each stage slope 3 between the slope top 2 and the last-stage slope 6, a platform 4 between the two stages of slopes 3, gabion 30, a gravel area 40, a high polymer grouting gravel area 41, backfill 5, an original slope body 1 and a drainage ditch 20, wherein the height of each stage slope 3 is 7m, the slope rate of each stage is 1:1.5, and the gabion 30 is arranged on the slope surface of each stage slope 3.

Preferably, a drain 20 is provided in each stage platform 4, the depth of the drain 20 being approximately 25cm. The heights of the slopes 3 of each level between the slope top 2 and the last-level slope 6 are 6-8m, the adjacent two-level slopes 3 are transited through the poured concrete platform 4, and the width of each level of platform 4 is 1.5-2.5 m.

The results of FIGS. 4-6 show that the unreinforced high fill SLOPE of FIG. 4 using the most dangerous fracture surface for the SLOPE calculated using SLOPE/W in GeoStudio: stability coefficient = 1.025, in an understable state; the high fill slope of fig. 5 with crushed stone area: stability coefficient=1.160, in a substantially steady state; high fill slope after polymer grouting in the crushed stone area of fig. 6: stability coefficient=1.389, in steady state. Wherein, the shear strength parameter of the filling is cohesive force c=20 kPa, and the internal friction angle phi=25 °; stone cohesion c=0 kPa, internal friction angle phi=40°; according to the past test experience, the cohesive force of coarse-grained soil after high polymer grouting reinforcement can be improved by more than 400kPa, and the internal friction angle is not changed greatly, so that the cohesive force of high polymer grouting crushed stone in the example has a conservative value of c=300 kPa and the internal friction angle phi=40 degrees.

The detailed description of the present application is not prior art, and thus is not described in detail herein.

It will be understood that the terms "a" and "an" should be interpreted as referring to "at least one" or "one or more," i.e., in one embodiment, the number of elements may be one, while in another embodiment, the number of elements may be plural, and the term "a" should not be interpreted as limiting the number.

Although the terms of the original slope 1, the slope top 2, the side slope 3, the platform 4, the backfill 5, the last-stage side slope 6, the drainage ditch 20, the gabion 30, the gabion upper cover 31, the built-in partition 32, the side-intersecting edge 33, the crushed stone region 40, the high polymer grouting crushed stone region 41 and the like are used more herein, the possibility of using other terms is not excluded. These terms are used merely for convenience in describing and explaining the essence of the present application; they are to be interpreted as any additional limitation that is not inconsistent with the spirit of the present application.

The present application is not limited to the above-mentioned preferred embodiments, and any person can obtain other products in various forms under the teaching of the present application, but any changes in shape or structure of the products are within the scope of protection of the present application.

Claims (10)

1. The construction structure is characterized by comprising an original slope body, a last-stage slope arranged above the original slope body, each-stage slope arranged above the last-stage slope, a slope top arranged at the top of the slope and a platform arranged between two adjacent stages of slopes;

the last-stage side slope and each-stage side slope are embedded with a high polymer grouting broken stone area, a broken stone area and backfill soil, and the high polymer grouting broken stone area and the broken stone area are both positioned at a sliding belt with the minimum stability coefficient;

gabion gabions are arranged on the last-stage side slope and each stage side slope, and fine cohesive soil is paved on each gabion so as to plant grass;

drainage ditches are arranged in each stage of platform;

the stone breaking areas are formed by backfilling stone, the high polymer grouting stone breaking areas are formed by high polymer grouting in the stone breaking areas, and the stone breaking areas are fixed with backfill soil through rolling compaction.

2. The construction structure for rapid reinforcement of high-fill side slope by high polymer grouting according to claim 1, wherein the difference in height between the filled stones of two adjacent gabion is not more than 35cm.

3. The construction structure for quickly reinforcing a high-fill side slope by high polymer grouting according to claim 2, wherein the gabion top is provided with a reversible upper cover, a plurality of built-in partitions are arranged in the gabion top, and side intersecting edges are arranged at the edges.

4. The construction structure for rapid reinforcement of high-fill side slopes by high polymer grouting according to claim 2, wherein the height of each level of the side slopes is 6-8m, and adjacent two levels of the side slopes are transited through the platform.

5. The construction structure for quickly reinforcing a high-fill side slope by high polymer grouting according to claim 4, wherein the gabion is filled with stones, and the particle size of the filled stones is between 10 cm and 25cm.

6. The construction structure for rapid reinforcement of high-fill side slope by high polymer grouting according to claim 5, wherein the width of each stage of platform is 1.5-2.5 m.

7. The construction structure for rapid reinforcement of high-fill side slope by high polymer grouting according to any one of claims 1 to 6, wherein a settlement joint is provided between two adjacent crushed stone areas.

8. The construction structure for rapid reinforcement of high-fill side slope by high polymer grouting according to claim 7, wherein the seam width of the settlement joint is 2-3 cm.

9. The construction structure for rapid reinforcement of high-fill side slopes by high polymer grouting according to any one of claims 1 to 6, wherein the gabion is a staggered joint arrangement.

10. The construction structure for rapid reinforcement of high-fill side slope by high polymer grouting according to claim 9, wherein the depth of the drainage ditch is 25cm.