CN116556305B - A dynamic compaction construction method suitable for mountain roads - Google Patents
A dynamic compaction construction method suitable for mountain roadsInfo
- Publication number
- CN116556305B CN116556305B CN202310487673.3A CN202310487673A CN116556305B CN 116556305 B CN116556305 B CN 116556305B CN 202310487673 A CN202310487673 A CN 202310487673A CN 116556305 B CN116556305 B CN 116556305B
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- Prior art keywords
- anchor
- beams
- slope
- area
- backfill
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/046—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/202—Securing of slopes or inclines with flexible securing means
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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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
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Piles And Underground Anchors (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
本发明属于道路施工技术领域，公开了一种适合山区道路的强夯施工方法，为了解决山区半挖半填道路施工时回填区域的边坡成型速度慢、后期需要单独对边坡进行整理和夯实导致的施工成本高以及施工周期长的问题。本发明包括：（1）对原有边坡的底部植入锚杆；（2）施工锚座；（3）浇筑竖梁、冠梁和倾斜设置的框梁；（4）在冠梁的顶部施工用于连接锚索的锚具；（5）开挖山体的边坡；（6）用分层回填夯实；（7）先对竖梁与原有边坡之间区域夯实，然后再对竖梁与框梁之间的区域进行夯实；（8）将锚索锁定在冠梁上的锚具上。本发明便于快速形成与设计边坡角度相符合的边坡，具有边坡成型速度快的优点，同时能缩短施工周期和降低施工成本。
The present invention belongs to the technical field of road construction and discloses a dynamic compaction construction method suitable for mountain roads. The method aims to solve the problems of slow slope forming speed in the backfill area during the construction of half-cut and half-fill roads in mountainous areas, high construction costs and long construction periods due to the need for separate finishing and compaction of the slope in the later stage. The present invention comprises the following steps: (1) implanting anchor rods at the bottom of the original slope; (2) constructing anchor seats; (3) casting vertical beams, crown beams and inclined frame beams; (4) constructing anchors for connecting anchor cables on the top of the crown beams; (5) excavating the slope of the mountain; (6) compacting with layered backfill; (7) first compacting the area between the vertical beams and the original slope, and then compacting the area between the vertical beams and the frame beams; and (8) locking the anchor cables to the anchors on the crown beams. The present invention facilitates the rapid formation of a slope that conforms to the designed slope angle and has the advantages of fast slope forming speed, while shortening the construction period and reducing construction costs.
Description
Technical Field
The invention belongs to the technical field of road construction, and particularly relates to a dynamic compaction construction method suitable for mountain roads.
Background
When the mountain area is constructed on roads, excavation and backfilling (namely half-excavation and half-filling) are often needed for mountain bodies, and the construction steps for the half-excavation and half-filling at present mainly comprise the following steps:
(1) Removing vegetation on the side slope surface which needs excavation and backfilling;
(2) Directly excavating a mountain by using an excavator, and transferring an excavated rock-soil body to an area needing backfilling (namely, excavating a side slope below the side slope) by using a loader and the excavator after excavating;
(3) Layering and tamping the backfilled area (geogrids are arranged at equal intervals in the backfilling process), and embedding drain pipes at equal intervals in the backfilling process;
(4) And paving a reinforcing mesh on the surface of the side slope formed by backfilling to perform slope protection treatment and construct a retaining wall, and simultaneously reinforcing the backfill area by the implanted anchor rod inclined in the backfill area and reinforcing the paved reinforcing mesh by the anchor rod.
At present, the following problems often occur in the tamping process of the half-excavated and half-filled road subgrade:
Because mountain roads are generally positioned on side slopes, the excavated soil body is directly transferred to the area needing backfilling in the excavation process, the soil body on the surface layer is relatively soft when the mountain is excavated just before, and most of the soil body on the surface layer is soil, so that the soil body at the bottom of the backfilled area is relatively weak when the mountain roads are directly transferred to the backfilled area, and the problem that sedimentation and collapse are easy to occur due to the influence of ponding soaking after the compaction is performed although the compaction treatment is performed later.
2. In the process of tamping backfill soil, the bearing capacity of a rock-soil body of a backfill area is poorer, so that the bearing capacity of a formed side slope is poorer, soil on the side slope rapidly slides back and down under the action of impact force when the edge of the side slope is tamped, the forming speed of the side slope is slow, and the angle between the side slope formed by the impact force and the gravity supporting and sliding down is generally different from the angle of the side slope designed and planned, so that the side slope is required to be tidied and tamped after the main body of the backfill area is tamped, the construction period is prolonged, and the construction cost is increased.
Disclosure of Invention
The invention aims to solve the problems of low slope forming speed of a backfill area, high construction cost and long construction period caused by the need of independently arranging and tamping the slope in the later period when the mountain area half-cut and half-fill road is constructed, and provides the dynamic compaction construction method suitable for the mountain area road, which changes the forming mode of the half-cut and half-fill road bed, is convenient for quickly forming the slope which is consistent with the angle of the designed slope, has the advantage of high slope forming speed, and can shorten the construction period and reduce the construction cost compared with the prior art.
In order to solve the technical problems, the invention adopts the following technical scheme:
the dynamic compaction construction method suitable for mountain roads is characterized by comprising the following steps:
(1) Then, an anchor rod is planted into the original side slope along the horizontal direction by using an anchor rod machine, one end of the anchor rod extends into the original side slope, and the other end of the anchor rod extends out of the original side slope;
(2) Constructing an anchor seat on the ground at the bottom of the original side slope at a position corresponding to the anchor rod, anchoring the anchor rod extending out of the original side slope on the anchor seat, and fixedly connecting an anchor rope on the anchor rod and the anchor seat;
(3) The method comprises the steps of pouring vertical beams, crown beams and obliquely arranged frame beams, wherein the number of the vertical beams, the crown beams and the frame beams form a retaining wall structure, the number of the frame beams corresponds to that of the vertical beams one by one, the bottoms of the frame beams are connected with each other through ground beams, the frame beams are poured according to the angle of a side slope designed in a backfill area, the tops of the vertical beams and the tops of the frame beams are connected into a whole through the crown beams, and the heights of the crown beams are mutually matched with the designed height of the backfill area.
(4) Constructing an anchor device for locking an anchor cable at the top of the crown beam at a position corresponding to the anchor seat, wherein one end of the anchor cable is fixedly connected with the anchor rod and the anchor seat, and the other end of the anchor cable penetrates through the anchor device on the crown beam and is suspended with a heavy object;
(5) Digging a side slope of a mountain, firstly transferring a soft soil body on the surface of the side slope to other places, and transferring a harder soil body below the soft soil on the surface to a backfill area and backfilling;
(6) When the soil body of the excavated side slope is utilized to backfill the backfill area, a layered backfill tamping mode is adopted, wherein in the tamping process by utilizing the heavy hammer, when the heavy hammer is used for tamping the soil body corresponding to the right lower part of the anchor cable, the anchor cable is pulled by utilizing the rope or the pull rod to prevent the anchor cable from obstructing the tamping of the heavy hammer;
(7) When the heavy hammer is used for carrying out layered tamping on backfill materials, firstly, tamping the area between the vertical beam and the original side slope, and then tamping the area between the vertical beam and the frame beam;
(8) And after the backfill area is tamped in layers, taking down a weight hung on the anchor cable to lock the anchor cable on an anchor device on the crown beam, and completing dynamic compaction construction of the mountain road subgrade.
In some embodiments, the anchor cable is fixedly connected with a plurality of bearing plates. The acting force between backfill soil of the backfill region is enhanced by the bearing plate, so that the anti-sliding capacity of the retaining wall is improved.
In some embodiments, tie bars are also connected between the top of the anchor and the bottom of the vertical beam.
In some embodiments, the bottom of the backfill region and the interior of the backfill region are both provided with drainage channels.
In some embodiments, geogrids and embedded bars are arranged at equal intervals in the backfill area, and the embedded bars extend out of the backfill area and are connected with a reinforcing mesh paved on a side slope formed by the backfill area.
Compared with the prior art, the invention has the following beneficial effects:
The invention relates to a dynamic compaction construction method suitable for mountain roads, which comprises the steps of firstly implanting anchor rods at the bottom of an original side slope, stabilizing the anchor rods on anchor seats, then connecting the anchor rods with the anchor seats by using anchor cables, simultaneously constructing frame beams (crown beams, ground beams and connecting beams) for slope protection in a backfill area, movably connecting the anchor cables on the crown beams, and then carrying out layered backfill and compaction. According to the invention, the frame beams (as well as the crown beams, the land beams and the connecting beams) poured in advance can shield and intercept the soil mass of the side slope of the backfill area, so that unlimited movement of the soil mass under the action of impact force and gravity is avoided, on one hand, rapid forming is facilitated, the backfill soil mass (and excavation amount) is reduced, on the other hand, when the backfill area is backfilled and compacted, the side slope is not required to be treated independently (including slope forming and slope protection structure building), namely, the backfill area and the side slope (as well as the side slope retaining wall (namely, the frame beams, the crown beams, the connecting beams and the land beams) are formed synchronously, and the aim of reducing the construction period and the construction cost is achieved.
Meanwhile, the construction mode of the invention constructs the anchor rod at the bottom of the original side slope in advance, locks the anchor rod on the anchor seat, then uses the anchor cable to connect the anchor rod and the anchor seat with each other and uses the anchor cable to transmit the anchoring acting force to the retaining wall (namely the vertical beam, the frame beam, the crown beam, the connecting beam and the ground beam) of the side slope, thereby carrying out traction on the retaining wall of the side slope in the backfill area. When soil pressure is transferred to the retaining wall, acting force is transferred to the anchor seat and the anchor rod through the anchor cable, and the anchor cable and the anchor seat disperse the acting force to the original side slope (i.e. the non-excavated side slope soil body) and the underground respectively, so that the stability of the retaining wall is improved. In the prior art, the tamping is generally completed in the backfill area, the slope is molded, and then an anchor rod is implanted into the soil body for locking. Compared with the mode of later-stage anchor rod implantation, the invention has the following advantages:
1. In the prior art, as the anchor rod is required to be implanted into the original side slope, the mass of the anchor rod required is longer, and the anchor hole required to be formed is longer, the anchor rod is directly implanted at the bottom of the original side slope, and the design length of the anchor rod is shorter (the anchor rod does not need to penetrate through soil in the width direction of the backfill area), so that the anchor rod has higher construction cost and shorter construction period.
2. The anchor rod is implanted at the bottom of the original side slope, the anchor rod is locked on the anchor seat, the anchor rod and the anchor seat act together to serve as a system supporting point, and the anchor rope transmits acting force to the anchor rod implanted at the bottom of the original side slope and the anchor seat poured on the ground respectively when being stressed, so that the acting force of the anchor rope can be dispersed along two different directions. Under the same conditions, the anchor cable of the present invention can provide greater resistance to sliding than prior art obliquely implanted anchors. The anchor rod in the prior art only depends on the soil mass of the original side slope and the backfill area to provide acting force, and the two acting forces are along the same direction, and meanwhile, the acting force provided by the original side slope and the backfill area is mainly transmitted to the original side slope, so that the acting force range of the anchor rod mainly depends on the length of the anchor rod implanted into the original side slope, namely, mainly depends on static friction force between the original side slope and the implanted anchor rod. The invention not only utilizes the original side slope and the anchor seat to provide two different-direction acting points, but also utilizes static friction force between the original side slope and the implanted anchor rod to provide horizontal acting force, and meanwhile, the original side slope can also provide the upward sliding resistance for the anchor seat, and the anchor seat can also provide the upward sliding resistance under the action of the self pressure of soil body of a backfill area, so that the invention can provide larger sliding resistance for the retaining wall, thereby improving the stability of the backfill area.
In conclusion, compared with the anchor rod in the prior art, the structural design of the invention has lower construction cost, and can provide stronger anti-sliding capability and prevent the side slope from sliding and collapsing.
Drawings
FIG. 1 is a schematic view of a road on which construction is required in accordance with the present invention;
FIG. 2 is a schematic view of the present invention in which anchors are constructed at the bottom of the original slope;
FIG. 3 is a schematic view of the present invention constructed with anchors and retaining walls (i.e., vertical beams, frame beams, ground beams, crown beams, tie beams);
FIG. 4 is a schematic view of the retaining wall after reaching a set strength, with anchor lines and ties being constructed;
FIG. 5 is a schematic diagram of the backfill area of the present invention when the backfill area is compacted and laid with geogrids and embedded bars;
FIG. 6 is a schematic view of the construction of the present invention after completion;
The marks in the figure: A, an excavation area, 1, an original side slope, 2, a backfill area, 3, an anchor rod, 4, an anchor seat, 5, a vertical beam, 6, a frame beam, 7, a ground beam, 8, a crown beam, 9, an anchor rope, 10, a heavy object, 11, a lacing wire, 12, a geogrid, 13 and an embedded steel bar.
Description of the embodiments
The present invention is further described below in conjunction with embodiments, which are merely some, but not all embodiments of the present invention. Based on the embodiments of the present invention, other embodiments that may be used by those of ordinary skill in the art without making any inventive effort are within the scope of the present invention.
In the description of the present invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," "outer," and the like are merely for convenience of description and to simplify the description of the present invention, but rather to indicate or imply that the apparatus or elements being referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as limiting the present invention, the terms "first," "second," "third," are used for descriptive purposes only and should not be construed as indicating or implying relative importance, and furthermore, unless explicitly stated or otherwise, the terms "mounted," "connected," or "coupled" should be construed broadly, e.g., as being either fixedly connected, detachably connected, or integrally connected, as being mechanically connected, as being either directly connected or indirectly connected via an intermediate medium. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art in combination with specific cases.
Referring to fig. 1 to 6, the dynamic compaction construction method suitable for mountain roads of the present invention comprises:
(1) And then, an anchor rod 3 is implanted into the original side slope 1 along the horizontal direction by using an anchor rod machine, one end of the anchor rod extends into the original side slope, and the other end of the anchor rod extends out of the original side slope. In the concrete implementation process, the anchor rod is a non-expansion head anchor rod or an expansion head anchor rod, the anchor rod can be designed according to geological conditions and bearing capacity conditions, the design of the anchor rod and the construction of the anchor rod all belong to the prior art, and the anchor rod can be understood and understood by those skilled in the art, and the details are not repeated here.
(2) And constructing an anchor seat 4 on the ground at the bottom of the original slope 1 at a position corresponding to the anchor rod 3, anchoring the anchor rod 3 extending out of the original slope on the anchor seat 4, and fixedly connecting anchor cables 9 on the anchor rod 3 and the anchor seat 4. Wherein, the anchor seat 4 is directly constructed on the bottom surface of the bottom of the original slope 1, and the upper end of the anchor seat 4 extends out of the ground.
(3) The method comprises the steps of pouring vertical beams 5, crown beams 8 and obliquely arranged frame beams 6, wherein the vertical beams 5, the crown beams 8 and the frame beams 6 form a retaining wall structure, the number of the frame beams 6 corresponds to that of the vertical beams 5 one by one, the bottoms of the frame beams 6 are connected with each other through ground beams 7, the frame beams are poured according to the angle of a slope designed in a backfill area 2, the tops of the vertical beams 5 and the tops of the frame beams 6 are connected into a whole through the crown beams 8, and the height of the crown beams 8 is mutually matched with the designed height of the backfill area 2. The vertical beams and the frame beams are connected through the crown beams and the connecting beams to form a supporting system, so that the stability of the structure is maintained, wherein the number of the frame beams is at least two along the length direction of the backfill area, and the inclined frame beams and the vertical beams are all connected through the connecting beams.
In a specific real-time process, the steel bars in the vertical beam 5, the steel bars in the frame beam 6 and the steel bars in the crown beam 8 are connected with each other, and the steel bars in the frame beam and the steel bars between the ground beams 7 are connected with each other.
(4) An anchor for locking the anchor rope 9 is constructed at the top of the crown beam 8 corresponding to the position of the anchor seat, one end of the anchor rope 9 is fixedly connected with the anchor rod 3 and the anchor seat 4, the other end of the anchor rope 9 penetrates through the anchor on the crown beam 8 and is suspended with a heavy object 10, and the purpose of suspending the heavy object is to enable the anchor rope to be in a tensioning state and simultaneously facilitate the constructor to adjust the position of the anchor rope. Among them, the anchorage device for locking the anchor cable belongs to the prior art, and those skilled in the art will understand and understand the anchorage device, and will not be described in detail herein.
(5) The method comprises the steps of excavating a side slope (namely an excavation area A shown in the attached drawing 1) of a mountain body, firstly transferring a soft soil body on the surface of the side slope to other places, transferring a harder soil body below the soft soil on the surface to a backfill area and backfilling the soil body without the side slope (the excavation area A), wherein the surface soil contains a large amount of humic layers corroded by leaves and tree stems, the humic layers are not easy to tamp, and the humic layers rebound to a certain extent after being compressed in the tamping process, so that the tamping effect is poor. In the prior art, the side slope is basically excavated directly in the half-cut and half-fill tamping process, the surface soil body of the side slope containing the humus layer is directly transported to the backfill area for backfilling and is directly backfilled at the bottom of the backfill area, the humus layer is not easy to tamp, and meanwhile, the volume of the humus layer is further reduced in the subsequent corrosion process, so that the problem of subsidence in the backfill area is caused. The invention directly transfers the surface soil body containing the humus layer to other places without being used as backfilling materials, and compared with the backfilling and tamping mode in the prior art, the invention can improve the tamping quality and reduce the settlement of the subsequent backfilling area.
(6) When the soil body of the excavated side slope is utilized to backfill the backfill area 2, a layered backfill tamping mode is adopted, wherein in the tamping process by utilizing the heavy hammer, when the heavy hammer is utilized to tamp the soil body corresponding to the position right below the anchor cable 9, the anchor cable is pulled by utilizing the rope or the pull rod to prevent the anchor cable from obstructing the tamping of the heavy hammer, and when the heavy hammer is utilized to tamp other areas (namely, when the anchor cable is not in the falling area of the heavy hammer), the anchor cable 9 is in a tensioning state under the action of the heavy weight 10. Wherein, when filling backfill soil body into the backfill area, the suspended weight 10 is utilized to keep the anchor cable in a tensioning state all the time. In particular embodiments, a buffer foam may be wrapped around the periphery of the anchor cable in order to prevent damage to the anchor cable during backfilling.
(7) When the heavy hammer is used for carrying out layered tamping on backfill materials (namely rock soil body excavated in an excavation area A), firstly, the area between the vertical beam 5 and the original side slope 1 is tamped, and then, the area between the vertical beam and the frame beam is tamped. The method comprises the steps of firstly carrying out spot tamping on soil bodies between the vertical beams and the original side slopes, then carrying out spot tamping on areas between the vertical beams and the frame beams, and when full tamping is carried out, carrying out full tamping on the soil bodies between the vertical beams and the original side slopes, and then carrying out full tamping on the soil bodies of the areas between the vertical beams and the frame beams. Therefore, in the process of tamping by using the heavy hammer, soil is surrounded by the action of the frame beams, the ground beams and the connecting beams, so that the soil is prevented from sliding outwards freely due to the impact force and the gravity in the tamping process, compared with the prior art, the loss of the soil on the side slope of a backfill area is reduced, the tamping efficiency and the tamping quality are improved, meanwhile, the mode of pouring the frame beams (the ground beams and the connecting beams) in advance is equivalent to the mode of pouring the side slope after the side slope is molded in the prior art, and the method has the characteristics of convenience and convenience in construction because the side slope of the backfill area is not backfilled in the pouring process of the frame beams, the ground beams and the connecting beams can be contacted with backfill soil more tightly, the stability between the frame beams (the ground beams and the connecting beams) and the soil can be improved, and the frame beams (the ground beams and the connecting beams) are equivalent to the protection of the frame beams in the backfill soil, and the service life of the frame beams (the ground beams and the connecting beams) is improved.
In a specific real-time process, connecting steel bars which can be exposed are embedded in the frame beams (the ground beams and the connecting beams) and are used for being connected with a reinforcing mesh or a geogrid paved on a side slope of a backfill area after molding, so that the connecting steel bars are used as an acting point of the reinforcing mesh or the geogrid 12. Accordingly, the connection bars should be shielded and protected during the ramming process to prevent the connection bars from being damaged.
(8) And after the backfill area is tamped in layers, taking down a weight 10 hung on the anchor cable 9 to lock the anchor cable 9 on an anchor device on the crown beam 8, and completing the dynamic compaction construction of the mountain road subgrade.
In some embodiments, a plurality of bearing plates are fixedly connected to the anchor cable 9. The acting force between backfill soil of the backfill region is enhanced by the bearing plate 9, so that the anti-sliding capacity of the retaining wall is improved.
In some embodiments, a tie bar 11 is further connected between the top of the anchor mount 4 and the bottom of the vertical beam 5. The tie bar 11 is steel pipe, oil wire rope or PSB finish rolled screw thread steel, and the like, and is used for providing tension for the bottom of the vertical beam by connecting the tie bar between the top of the anchor seat and the bottom of the vertical beam. When the retaining wall formed by the vertical beams, the frame beams, the crown beams, the ground beams and the connecting beams has the tendency of sliding outwards, the tendency can be overcome by utilizing the acting force between the lacing wire and the anchor seat, and as the anchor seat extends out of the ground at a certain height of the bottom of the original slope, the lacing wire is obliquely downwards arranged along the direction from the anchor seat to the bottom of the vertical beams, and when the lacing wire receives the acting force of the vertical beams, the acting force is decomposed into the acting force in the horizontal direction and the acting force in the vertical direction, so that the lacing wire can also provide a downward acting force for the anchor seat, and the downward acting force can offset part of the acting force applied to the anchor seat by the anchor cable. Thereby further improving the slip resistance of the backfill area. Preferably, the anchor cable and the lacing wire are subjected to corrosion-resistant treatment.
In some embodiments, drainage channels are arranged at the bottom of the backfill area 2 and inside the backfill area, so as to drain accumulated water.
In some embodiments, geogrid 12 and embedded bars 13 are arranged at equal intervals inside the backfill area 2, and the embedded bars 12 extend out of the backfill area 2 and are connected with a reinforcing mesh laid on a slope formed by the backfill area 2. In order to further improve the overall strength, hooks are arranged on the embedded bars, and the hooks and the geogrid are connected together.
The structural designs of the geogrid, the embedded bars and the drainage channel all belong to the prior art, and can be understood and appreciated by those skilled in the art, and are not repeated herein.
Claims (5)
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| CN204514375U (en) * | 2015-03-26 | 2015-07-29 | 长沙理工大学 | A kind of anchored slope distortion intelligent monitor system |
| CN113308954A (en) * | 2021-05-17 | 2021-08-27 | 浙大城市学院 | Construction method of anchor rod foam concrete widening roadbed |
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