CN117248546B - Quick construction method and structure of anchor cable frame beam without grooving - Google Patents
Quick construction method and structure of anchor cable frame beam without grooving Download PDFInfo
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- CN117248546B CN117248546B CN202311526747.6A CN202311526747A CN117248546B CN 117248546 B CN117248546 B CN 117248546B CN 202311526747 A CN202311526747 A CN 202311526747A CN 117248546 B CN117248546 B CN 117248546B
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- 238000010276 construction Methods 0.000 title claims abstract description 34
- 239000002689 soil Substances 0.000 claims abstract description 26
- 239000004568 cement Substances 0.000 claims description 29
- 238000000034 method Methods 0.000 claims description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 10
- 238000004088 simulation Methods 0.000 claims description 7
- 239000000654 additive Substances 0.000 claims description 6
- 239000004744 fabric Substances 0.000 claims description 5
- 238000009434 installation Methods 0.000 claims description 5
- 238000004519 manufacturing process Methods 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 3
- 238000009417 prefabrication Methods 0.000 claims description 2
- 238000012545 processing Methods 0.000 claims description 2
- 230000002787 reinforcement Effects 0.000 abstract description 4
- 238000004140 cleaning Methods 0.000 abstract description 2
- 230000009467 reduction Effects 0.000 description 31
- 239000000463 material Substances 0.000 description 9
- 238000010008 shearing Methods 0.000 description 7
- 238000006073 displacement reaction Methods 0.000 description 4
- 230000008569 process Effects 0.000 description 4
- 238000004364 calculation method Methods 0.000 description 3
- 238000011065 in-situ storage Methods 0.000 description 3
- 238000012423 maintenance Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 230000035772 mutation Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000011410 subtraction method Methods 0.000 description 1
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Abstract
The invention provides a rapid construction method and a rapid construction structure of an anchor cable frame beam without grooving, and relates to the technical field of slope reinforcement, wherein the rapid construction method comprises the steps of obtaining first information, and obtaining a slope dangerous area according to the first information, wherein the first information is a slope three-dimensional geological information graph and soil parameters; obtaining an anchor cable frame beam layout position according to the side slope dangerous area; dividing the slope dangerous area into a plurality of filling areas according to the layout positions of the anchor rope frame beams, and extracting a three-dimensional map of each filling area from the first information; calculating according to the three-dimensional graph of each filling area and a preset rule to obtain the volume of the concrete required by filling; respectively bagging the concrete according to the volume of the concrete required by filling to obtain prefabricated bags; installing the prefabricated bag on the manufactured anchor cable frame beam to obtain a prefabricated anchor cable frame beam; and installing the prefabricated anchor cable frame beams to the corresponding filling areas. The invention avoids damaging the side slope body without complex slope cleaning and groove digging.
Description
Technical Field
The invention relates to the technical field of slope reinforcement, in particular to a rapid construction method and structure of an anchor cable frame beam without grooving.
Background
Along with the construction of a large number of traffic roads such as expressways in China, a large number of slope engineering problems occur. A large amount of broken stone soil and loose side slope bodies such as soft soil are distributed, so that stability is poor, and when construction is carried out, geological environment changes rapidly, and landslide disasters are easy to induce. The anchor cable frame beam is a very effective reinforcement mode of the side slope body. However, the construction of the traditional anchor cable frame beam is complicated, the slope surface needs to be cleaned and corrected, and the process takes a long time. Meanwhile, the construction of the grooves of the anchor rope frame beams is complicated, the formwork installation is needed to be carried out on the slope manually after the mechanical grooving, the concrete is poured, the time for the cross operation with the roadbed excavation is long, the slope protection cannot be followed timely, and a large amount of manpower and time resources are consumed. And the cast-in-situ anchor cable frame beam has long construction period, is easily influenced by site environment in the maintenance process, is easy to explode, and has difficult control of the construction quality of the anchor cable frame beam and slower efficacy.
Disclosure of Invention
The invention aims to provide a rapid construction method and structure of an anchor cable frame beam without grooving so as to solve the problems. In order to achieve the above purpose, the technical scheme adopted by the invention is as follows:
on one hand, the application provides a quick construction method of an anchor cable frame beam without grooving, which comprises the following steps:
acquiring first information, namely acquiring a slope dangerous area according to the first information, wherein the first information is a slope three-dimensional geological information map and soil parameters;
obtaining an anchor cable frame beam laying position according to the side slope dangerous area, and laying a cement blanket after anchor cable construction is carried out at the laying position;
dividing the slope dangerous area into a plurality of filling areas according to the layout positions of the anchor rope frame beams, and extracting a three-dimensional map of each filling area from the first information;
calculating according to the three-dimensional graph of each filling area and a preset rule to obtain the volume of the concrete required by filling;
respectively bagging the concrete according to the volume of the concrete required by filling to obtain prefabricated bags;
manufacturing an anchor rope frame beam, and mounting the prefabricated bag on the manufactured anchor rope frame beam to obtain the prefabricated anchor rope frame beam;
and installing the prefabricated anchor cable frame beams to the corresponding filling areas.
In a second aspect, the present application further provides a quick construction structure for an anchor cable frame beam without grooving, including: cement blanket, prefabricated anchor rope frame roof beam and anchor rope. The cement blanket covers the surface boundary line through soil nails; the prefabricated anchor rope frame beam comprises an anchor rope frame beam made of concrete and a prefabricated bag, wherein the anchor rope frame beam is connected with the prefabricated bag through a hook, and the hook is fixedly connected with the bottom edge of the anchor rope frame beam; the anchor cables are longitudinally arranged in the side slope at intervals in rows along the side slope surface.
The beneficial effects of the invention are as follows:
the invention does not need to clean the slope and dig the groove, simplifies the working procedure and avoids the damage to the slope body to the greatest extent. The anchor cable frame beam can be prefabricated and maintained in advance, the quality of the anchor cable frame beam is improved, the prefabricated bag can be well attached to a slope by pre-calculating the concrete dosage, and the reinforcement effect of the anchor cable frame beam on the slope is enhanced.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be apparent from the description, or may be learned by practice of the embodiments of the invention. The objectives and other advantages of the invention will be realized and attained by the structure particularly pointed out in the written description and claims hereof as well as the appended drawings.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the following description will briefly explain the drawings needed in the embodiments, it being understood that the following drawings illustrate only some embodiments of the invention and are therefore not to be considered limiting of its scope, since other related drawings can be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a flow chart of the method of the present invention;
FIG. 2 is a graph showing the plastic region of a side slope with a reduction factor of 1.0 according to an embodiment of the present invention;
FIG. 3 is a graph showing the plastic region of the side slope with a reduction factor of 1.1 according to the embodiment of the present invention;
FIG. 4 is a graph showing the plastic region of the side slope with a reduction factor of 1.2 according to an embodiment of the present invention;
FIG. 5 is a graph showing the plastic region of the side slope with a reduction factor of 1.3 according to the embodiment of the present invention;
FIG. 6 is a graph showing the plastic region of the side slope with a reduction factor of 1.4 according to the embodiment of the present invention;
FIG. 7 is a graph showing the plastic region of the side slope at a reduction factor of 1.5 according to an embodiment of the present invention;
FIG. 8 is a graph showing the state of the plastic region of the side slope when the reduction coefficient is 1.6 according to the embodiment of the invention;
FIG. 9 is a graph showing the plastic region of the side slope at a reduction factor of 1.7 according to an embodiment of the present invention;
FIG. 10 is a graph showing the plastic region of a side slope with a reduction factor of 1.8 according to an embodiment of the present invention;
FIG. 11 is a cloud plot of maximum shear strain increase for a side slope with a reduction factor of 1.0 according to an embodiment of the present invention;
FIG. 12 is a cloud plot of the maximum shear strain increase of a side slope with a reduction factor of 1.1 according to an embodiment of the present invention;
FIG. 13 is a cloud plot of maximum shear strain increase for a side slope with a reduction factor of 1.2 according to an embodiment of the present invention;
FIG. 14 is a cloud plot of maximum shear strain increase for a side slope with a reduction factor of 1.3 according to an embodiment of the present invention;
FIG. 15 is a cloud plot of maximum shear strain increase for a side slope with a reduction factor of 1.4 according to an embodiment of the present invention;
FIG. 16 is a cloud plot of maximum shear strain increase for a side slope with a reduction factor of 1.5 according to an embodiment of the present invention;
FIG. 17 is a slope maximum shear strain delta cloud chart with a reduction factor of 1.6 according to an embodiment of the invention;
FIG. 18 is a cloud plot of maximum shear strain increase for a side slope with a reduction factor of 1.7 according to an embodiment of the present invention;
FIG. 19 is a cloud plot of maximum shear strain increase for a side slope with a reduction factor of 1.8 according to an embodiment of the present invention;
fig. 20 is a schematic view of the positions of the bottom edge of the anchor cable frame beam and the cement blanket of the present invention;
fig. 21 is a schematic view of the attachment of the anchor line frame beam and hanger of the present invention;
fig. 22 is a schematic view of the structure of a prefabricated anchor frame beam of the present invention;
fig. 23 is a schematic view of the installation of a prefabricated anchor frame beam of the present invention on a side slope.
The marks in the figure:
1. anchor cable frame beam bottom edge; 2. a cement blanket; 3. a surface demarcation line; 4. prefabricating anchor cable frame beams; 5. a hook; 6. prefabricating bags; 7. and (5) an anchor rope.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures. Meanwhile, in the description of the present invention, the terms "first", "second", and the like are used only to distinguish the description, and are not to be construed as indicating or implying relative importance.
Example 1:
as shown in fig. 1, the present embodiment provides a method for quickly constructing an anchor cable frame beam without grooving, which includes steps S100, S200, S300, S400, S500, S600 and S700.
S100, acquiring first information, and obtaining a slope dangerous area according to the first information, wherein the first information is a slope three-dimensional geological information map and soil parameters.
The three-dimensional geological information map comprises the gradient, the slope direction, the elevation, the landform type and the stratum lithology of the slope. The soil body parameters comprise internal friction angle, cohesive force, gravity, elastic modulus, poisson ratio, shear modulus, liquidity index, plasticity index, porosity and water content.
And S200, obtaining an anchor cable frame beam laying position according to the side slope dangerous area, and laying a cement blanket 2 after carrying out anchor cable 7 construction at the laying position.
S300, dividing the slope dangerous area into a plurality of filling areas according to the layout positions of the anchor cable frame beams, and extracting a three-dimensional map of each filling area from the first information. It is understood that the anchor cable frame beams installed at the side slope laying positions are integrally grid-shaped, the grids divide the surface of the side slope dangerous area into a plurality of areas, and the filling areas in the application refer to the surface area of the side slope surrounded by the single anchor cable frame beams.
S400, calculating according to the three-dimensional map of each filling area and a preset rule to obtain the size of the concrete volume required by filling.
And S500, respectively bagging the concrete according to the volume of the concrete required by filling to obtain prefabricated bags 6.
S600, manufacturing an anchor rope frame beam, and mounting the prefabricated bag 6 on the manufactured anchor rope frame beam to obtain the prefabricated anchor rope frame beam 4.
And S700, installing the prefabricated anchor cable frame beams 4 in the corresponding filling areas.
In some specific embodiments, step S100 includes step S110 and step S120.
S110, acquiring a slope three-dimensional geological information map through a laser radar technology.
S120, determining soil parameters through an in-situ test.
In some specific embodiments, step S100 further comprises step S130, step S140, step S150, and step S160.
S130, inputting the first information into modeling software rhinoceros to obtain a three-dimensional map of the side slope;
s140, conducting grid division on the three-dimensional map of the side slope, then importing the three-dimensional map into three-dimensional simulation calculation software FLAC 3D, and giving soil parameters;
s150, obtaining the side slope plastic region condition and the maximum shear strain increment region through strength folding and subtracting in the three-dimensional simulation calculation software FLAC 3D. It will be appreciated that the geotechnical material is an elastoplastic material and is generally described in terms of the Mohr-Coulomb (Mohr-Coulomb) strength theory which considers the failure of the material to be a shear failure, which occurs when the shear stress on any plane is equal to the shear strength of the material. When the shear external load stress does not exceed the rock-soil shear strength, the restorable deformation is formed, and the rock-soil material is in an elastic state; when the shear stress exceeds the rock-soil shear strength, unrecoverable deformation is formed, namely plastic deformation of the rock-soil material, and the rock-soil material is in a plastic state at the moment, namely the rock-soil material is damaged. The condition of the plastic region of the side slope refers to the condition of damage of each point in the side slope body. The shear strain increment in FLAC 3D is a physical quantity related to node displacement, and a larger shear strain increment is necessarily generated on a shear failure surface calculated by FLAC 3D, so that the region with a large shear strain increment indicates that the increasing trend of the shear strain is large, and the shear strength is more easily achieved and the shear failure occurs because of the large shear stress increment; the small increase in shear strain indicates that there is little tendency for the shear strain to increase, and the magnitude of the increase in shear stress is small and therefore does not readily reach shear strength. The maximum shear strain increment region refers to a region where the shear strain increment is greatest, i.e., a region where shear failure is most likely to occur. How to use the three-dimensional simulation calculation software FLAC 3D and the intensity subtraction method is a common technical means in the art, and will not be described in detail in this application.
And S160, dividing and marking a side slope dangerous area according to the side slope plastic area condition and the maximum shear strain increment area to obtain the side slope dangerous area. It will be appreciated that the requirement for the slope to change to a landslide is that the interior of the slope forms a sliding surface, that all of the rock and soil mass on the sliding surface has been destroyed, i.e. a plastic region has appeared throughout the interior of the slope, and that the location of the region of greatest increase in shear strain is selected as the sliding surface as the increase in shear strain is a physical quantity related to displacement. And dividing a dangerous area of the side slope according to the position of the sliding surface.
In this embodiment, a stable slope in a certain natural state is taken, and the reduction coefficients are 1.0, 1.1, 1.2, 1.3, 1.4, 1.5, 1.6, 1.7 and 1.8 for calculation, and finally when the reduction coefficient is 1.8, the calculation result cannot be converged, and the slope is damaged. 2-10 are respectively side slope plastic region condition diagrams with a reduction coefficient of 1.0-a reduction coefficient of 1.8 obtained through FLAC 3D calculation of three-dimensional simulation calculation software, wherein None represents that a soil body is not subjected to plastic deformation, shear represents that shearing damage occurs, tension represents that tensioning damage occurs, wherein-n represents that the current state is damaged, and-p represents that damage occurs before; fig. 11-19 are side slope maximum shear strain increment clouds with a reduction factor of 1.0-1.8, respectively.
As can be seen from fig. 2 to 10: when the reduction coefficient is 1.3, the side slope starts to generate a plastic region at the toe part and is subjected to shearing damage; when the reduction coefficient is 1.3-1.6, the area of the plastic area is slowly increased; when the reduction coefficient is 1.6-1.8, the area of the plastic region is rapidly increased until the plastic region completely penetrates through the side slope body, and landslide occurs due to instability of the side slope.
As can be seen from fig. 11 to 19: when the reduction coefficient is 1.0-1.6, the maximum shear strain increment cloud picture in the side slope body is more consistent, and the tendency of shear displacement is avoided; when the reduction coefficient reaches 1.6, the situation that the maximum shear strain increment mutation occurs at the toe part begins to generate shear displacement; when the reduction coefficient reaches 1.6-1.8, the maximum shear strain increment cloud picture in the slope body is changed drastically, a maximum shear strain increment zone penetrating the slope body is formed gradually, and finally the slope instability is destroyed.
Therefore, considering the situation map of the plastic region of the side slope and the maximum shearing strain increment cloud map of the side slope, the side slope is dangerous when the side slope is in the shearing strength parameter with the reduction coefficient of 1.6 or more, shearing damage is easy to occur, a landslide is formed, and the area surrounded by the maximum shearing strain increment area when the reduction coefficient is 1.8 is selected as the dangerous side slope area.
In some specific embodiments, step S200 includes step S210, step S220, step S230, step S240, and step S250.
And S210, obtaining the size of the anchor cable frame beam and the number of the anchor cables 7 according to the size of the dangerous area of the side slope. It should be noted that, according to fig. 10 and 19, the regions with large plastic deformation and the regions with large maximum shear strain increment are obtained, and these regions are required to increase the width and thickness of the anchor cable frame beams, the installation density of the anchor cables 7 and the length of the anchor sections of the anchor cables 7, and at the same time, shorten the distance between each anchor cable frame beam, and set the size of the anchor cable frame beams and the number of the anchor cables 7 according to the actual condition of the side slope. The embodiment provides a concrete value method for the size of the anchor cable frame beam and the number of the anchor cables 7: in the region with the most concentrated area and the region with the greatest shearing strain value, the width and the thickness of the anchor cable frame beams are set to be 1.2m due to poor slope stability, and meanwhile, the distance between each anchor cable frame beam is shortened to be 0.8m, so that the anchor cable frame beams are arranged more densely, and the number of anchor cables 7 installed at the bridge pier of the anchor cable frame beam is correspondingly increased due to the dense anchor cable frame beams. In the area with medium plastic area and the area with the maximum shear strain value of 30% -70, the width and thickness of the anchor cable frame beams are set to be 1m, and the distance between each anchor cable frame beam is 1m. In the area with less plastic area and the area with 30% of the maximum shear strain value, the width and thickness of the anchor cable frame beams are set to 0.8m due to good slope stability, and meanwhile, the distance between each anchor cable frame beam is increased to 1.5m, so that the anchor cable frame beams are arranged sparsely, and the number of anchor cables 7 arranged at the bridge pier of the anchor cable frame beam is correspondingly reduced.
S220, obtaining the layout position of the anchor rope frame beams on the side slope according to the position of the side slope dangerous area on the side slope and the size of the anchor rope frame beams;
s230, arranging the anchor cables 7 in the side slope at intervals in rows along the longitudinal direction of the side slope surface;
s240, paving the cement blanket 2 in a range which exceeds the edge of the layout position by half a meter and fixing the cement blanket by soil nails;
s250, sprinkling and maintaining the cement blanket 2.
The cement blanket 2 has a water-proof function, so that when water and additives are injected into the prefabricated bag 6, the water and the additives are prevented from penetrating into the side slope, the soil of the side slope is softened, the strength parameter is reduced, and the side slope structure is damaged.
Step S100 and step S200 are used for obtaining the safety condition of the slope through on-site investigation of the slope value and simulation analysis, and the area where the anchor cable frame beams are required to be laid and the size of the anchor cable frame beams are designed according to the plastic area and the shear strain increment division dangerous area of the slope, so that the anchor cable frame beams can play a better role in reinforcing the slope with fewer anchor cable frame beams under the condition of saving manpower and material resources.
In some specific embodiments, step S300 includes step S310, step S320, and step S330.
S310, dividing a slope dangerous area into a plurality of filling areas according to the layout positions of the anchor cable frame beams;
s320, dividing the three-dimensional geological information map of the side slope according to the division result to obtain a three-dimensional map of each filling area;
s330, according to the three-dimensional map of each filling area, the surface boundary line 3 of each filling area is obtained, and the cement blanket 2 covered above the surface boundary line 3 of each filling area is drawn.
In some specific embodiments, step S400 includes step S410, step S420, and step S430.
S410, as shown in FIG. 20, presetting the vertical distance between the bottom edge 1 of the anchor cable frame beam and the cement blanket 2 to be not less than 25 cm;
s420, dividing each filling area into a plurality of small areas at intervals of a length smaller than or equal to 100 cm;
s430, multiplying the area surrounded by each small area cement blanket 2 and the bottom edge 1 of the anchor cable frame beam by the width of the anchor cable frame beam to obtain the volume of concrete required for filling each small area.
The step S410-step S430 accurately calculates the volume of concrete required for filling each small area, and can enable the prefabricated bag 6 filled with concrete to be well attached to the surface of the slope, so that a better reinforcing effect is achieved.
In some specific embodiments, step S500 includes step S510 and step S520.
S510, preparing concrete aggregates with the same volume according to the volume of the concrete required by filling;
and S520, respectively bagging the concrete aggregate by using a permeable cloth bag according to the volume of the concrete required by filling each small area to obtain the prefabricated bag 6.
In some specific embodiments, step S600 includes step S610, step S620, and step S630.
S610, processing the anchor rope frame beam by concrete in a prefabrication factory according to the size of the anchor rope frame beam;
s620, as shown in FIG. 21, installing a plurality of hooks 5 at intervals of a length less than or equal to 100 cm on the bottom edge 1 of the anchor cable frame beam;
and S630, the installation position of each prefabricated bag 6 corresponds to the position of each small area, and the prefabricated bags 6 are installed on the anchor cable frame beams through the hooks 5 to obtain the prefabricated anchor cable frame beams 4, as shown in fig. 22.
In some specific embodiments, step S700 includes step S710, step S720, step S730, and step S740.
S710, transporting all the prefabricated anchor rope frame beams 4 to the side slope, and installing the prefabricated anchor rope frame beams 4 to the filling areas corresponding to the side slope through hoisting equipment, so that the bottoms of the prefabricated bags 6 are attached to the cement blanket 2, as shown in FIG. 23;
s720, arranging water sealing cloth at the bottom of each prefabricated anchor cable frame beam 4, wherein the water sealing cloth is used for preventing water and additives from flowing outwards when water and additives are injected subsequently;
s730, injecting water and additives into the prefabricated bag 6;
and S740, curing the prefabricated anchor cable frame beam 4 until the concrete has higher strength, and obtaining the formed anchor cable frame beam.
The invention needs not to carry out complex slope cleaning and correction treatment on the slope surface, and also needs not to dig the groove of the anchor cable frame beam in advance, thereby simplifying the construction steps, avoiding the damage to the slope in the process of digging grooves, effectively shortening the construction period by combining the prefabricated anchor cable frame beam 4, and avoiding the problem that the cast-in-situ frame beam is easily affected by the field environment in the maintenance process.
Example 2:
corresponding to the above method embodiment, the present embodiment further provides a fast construction structure of an anchor cable frame beam without a groove, and the fast construction structure of an anchor cable frame beam without a groove described below and the fast construction method of an anchor cable frame beam without a groove described above can be referred to correspondingly with each other.
As shown in fig. 20 to 23, a rapid construction structure of an anchor line frame beam without grooving includes: cement blanket 2, prefabricated anchor rope frame roof beam 4 and anchor rope 7. The cement blanket 2 covers the surface dividing line 3 through soil nails; the prefabricated anchor rope frame beam 4 comprises an anchor rope frame beam made of concrete and a prefabricated bag 6, wherein the anchor rope frame beam is connected with the prefabricated bag 6 through a hook 5, and the hook 5 is fixedly connected with the bottom edge 1 of the anchor rope frame beam; the anchor cables 7 are arranged in the side slope at intervals in rows along the longitudinal direction of the side slope surface.
The thickness of the cement blanket 2 is 2.5 cm; the soil nails are 6 cm long; the hooks 5 are arranged on the bottom edge 1 of the anchor cable frame beam in rows, and the distance between the hooks 5 in each row is not more than 100 cm.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
The foregoing is merely illustrative of the present invention, and the present invention is not limited thereto, and any person skilled in the art will readily recognize that variations or substitutions are within the scope of the present invention. Therefore, the protection scope of the invention is subject to the protection scope of the claims.
Claims (9)
1. The quick construction method of the anchor cable frame beam without grooving is characterized by comprising the following steps of:
acquiring first information, namely acquiring a slope dangerous area according to the first information, wherein the first information is a slope three-dimensional geological information map and soil parameters;
obtaining an anchor cable frame beam laying position according to the side slope dangerous area, and laying a cement blanket (2) after constructing an anchor cable (7) at the laying position;
dividing the slope dangerous area into a plurality of filling areas according to the layout positions of the anchor rope frame beams, and extracting a three-dimensional map of each filling area from the first information;
calculating according to the three-dimensional graph of each filling area and a preset rule to obtain the volume of the concrete required by filling;
respectively bagging the concrete according to the volume of the concrete required by filling to obtain prefabricated bags (6);
manufacturing an anchor rope frame beam, and mounting the prefabricated bag (6) on the manufactured anchor rope frame beam to obtain a prefabricated anchor rope frame beam (4);
installing the prefabricated anchor cable frame beams (4) to the corresponding filling areas;
the preset rule specifically comprises the following steps:
the vertical distance between the bottom edge (1) of the preset anchor cable frame beam and the cement blanket (2) is not less than 25 cm;
dividing each filling area into a plurality of small areas at a length interval of less than or equal to 100 cm;
and multiplying the area enclosed by each small area cement blanket (2) and the bottom edge (1) of the anchor cable frame beam by the width of the anchor cable frame beam to obtain the volume of concrete required by filling each small area.
2. The rapid construction method of an anchor cable frame beam without grooving according to claim 1, wherein the step of obtaining a side slope hazard area according to the first information comprises the steps of:
inputting the first information into modeling software to obtain a three-dimensional map of the side slope;
after grid division is carried out on the three-dimensional map of the side slope, three-dimensional simulation calculation software is imported, and soil parameters are given;
obtaining the condition of a side slope plastic region and a maximum shear strain increment region through strength folding and subtracting in three-dimensional simulation calculation software;
dividing and marking a side slope dangerous area according to the side slope plastic area condition and the maximum shear strain increment area to obtain the side slope dangerous area.
3. The rapid construction method for anchor cable frame beams without grooving according to claim 1, wherein the anchor cable frame beam laying position is obtained according to a side slope dangerous area, cement carpets (2) are laid after anchor cable (7) construction is carried out at the laying position, and the method comprises the following steps:
obtaining the size of the anchor cable frame beam and the number of anchor cables (7) according to the size of the dangerous area of the side slope;
obtaining the layout position of the anchor rope frame beams on the side slope according to the position of the side slope dangerous area on the side slope and the size of the anchor rope frame beams;
the anchor cables (7) are longitudinally arranged in rows at intervals in the side slope along the side slope surface;
paving a cement blanket (2) in a range which exceeds the edge of the layout position by half a meter and fixing the cement blanket by soil nails;
and sprinkling and curing the cement blanket (2).
4. The rapid construction method of anchor cable frame beams without grooving according to claim 3, wherein the step of dividing the dangerous area of the side slope into a plurality of filling areas according to the laying position of the anchor cable frame beams, and extracting a three-dimensional map of each filling area from the first information comprises the steps of:
dividing the slope dangerous area into a plurality of filling areas according to the layout positions of the anchor rope frame beams;
dividing the three-dimensional geological information map of the side slope according to the dividing result to obtain a three-dimensional map of each filling area;
and obtaining a ground surface boundary line (3) of each filling area according to the three-dimensional map of each filling area, and drawing the cement blanket (2) covered above the ground surface boundary line (3) of each filling area.
5. The rapid construction method of an anchor cable frame beam without grooving according to claim 1, wherein the concrete is respectively bagged according to the volume of the concrete required for filling to obtain prefabricated bags (6), comprising:
preparing concrete aggregates with the same volume according to the volume of the concrete needed by filling;
and (3) respectively bagging the concrete aggregate by using a permeable cloth bag according to the volume of the concrete required by filling each small area to obtain a prefabricated bag (6).
6. The rapid construction method for an anchor line frame beam without grooving according to claim 5, wherein the steps of manufacturing an anchor line frame beam, mounting a prefabricated bag (6) on the manufactured anchor line frame beam to obtain a prefabricated anchor line frame beam (4) include:
processing the anchor cable frame beam by concrete in a prefabrication factory according to the size of the anchor cable frame beam;
a plurality of hooks (5) are arranged at intervals with the length smaller than or equal to 100 cm at the bottom edge (1) of the anchor cable frame beam;
the installation position of each prefabricated bag (6) corresponds to the position of each small area, and the prefabricated bags (6) are installed on the anchor cable frame beam through hooks (5) to obtain the prefabricated anchor cable frame beam (4).
7. A rapid construction method for an anchor line frame beam without a groove according to claim 1, characterized in that the mounting of the prefabricated anchor line frame beam (4) to the corresponding filling area comprises:
transporting all the prefabricated anchor rope frame beams (4) to a side slope, and installing the prefabricated anchor rope frame beams (4) to a filling area corresponding to the side slope through hoisting equipment so that the bottom of a prefabricated bag (6) is attached to a cement blanket (2);
a water sealing cloth is arranged at the bottom of each prefabricated anchor cable frame beam (4);
injecting water and additives into the prefabricated bag (6);
and curing the prefabricated anchor cable frame beam (4) to obtain the formed anchor cable frame beam.
8. The rapid construction structure of an anchor cable frame beam without grooving, which adopts the rapid construction method of the anchor cable frame beam without grooving as claimed in claim 1, and is characterized by comprising the following steps:
a cement blanket (2), wherein the cement blanket (2) covers a surface boundary line (3) through soil nails;
the prefabricated anchor rope frame beam (4), wherein the prefabricated anchor rope frame beam (4) comprises an anchor rope frame beam made of concrete and a prefabricated bag (6), the anchor rope frame beam is connected with the prefabricated bag (6) through a hook (5), and the hook (5) is fixedly connected with the bottom edge (1) of the anchor rope frame beam;
and the anchor cables (7) are longitudinally arranged in a row at intervals in the side slope along the side slope surface.
9. The rapid construction structure of anchor cable frame beams without grooving according to claim 8, characterized in that the thickness of the cement blanket (2) is 2.5 cm; the soil nails are 6 cm long; the hooks (5) are arranged at the bottom edge (1) of the anchor cable frame beam in rows, and the distance between each row of hooks (5) is not more than 100 cm.
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