CN112030878A - Rapid rush-to-pass construction method along river subgrade water damage - Google Patents
Rapid rush-to-pass construction method along river subgrade water damage Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/122—Flexible prefabricated covering elements, e.g. mats, strips
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
- E01C3/04—Foundations produced by soil stabilisation
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/14—Preformed blocks or slabs for forming essentially continuous surfaces; Arrangements thereof
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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
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/205—Securing of slopes or inclines with modular blocks, e.g. pre-fabricated
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Abstract
The invention relates to the technical field of highway subgrade engineering, in particular to a rapid rush-to-pass construction method along river subgrade water damage, which comprises the following steps: s1, prefabricating a reinforcement gabion on site; s2, stacking the reinforcement gabions at the toe to form a toe retaining wall; s3, building stones between the toe retaining wall and the highway layer by layer and compacting the stones layer by layer to form a stone-filled embankment; and S4, mounting a slope protection protective net for protecting the rockfill embankment on the slope surface of the rockfill embankment. The construction method has the advantages of convenient and fast integral construction, economy, applicability and low safety risk, takes the water-damaged roadbed section with the length of 50 meters as an example, and has the construction period of 5-7 days, thereby greatly shortening the construction period compared with the prior art. The roadbed along the river constructed by the construction method can form a whole, the capability of resisting erosion and erosion caused by flushing of flood is improved, the disaster resistance of the roadbed along the river is further enhanced, even if the roadbed meets over-standard flood, serious roadbed damage such as broken roads and the like can not occur, and the long-term smoothness of the road along the river is ensured.
Description
Technical Field
The invention relates to the technical field of highway subgrade engineering, in particular to a construction method for quickly rushing to pass along a river subgrade water damage.
Background
Most of mountain roads in China run parallel to river channels, one side is near mountains, the other side is near rivers, and a plurality of mountain roads are built by half-digging and half-filling or full-filling along river foundations. Because the construction age of part of roads is longer, the road grade and the design standard are low, and the roadbed structure is easy to damage and destabilize by water under the influence of the effects of over-standard flood scouring, infiltration, soaking, seepage, softening and the like in the flood season, thereby interrupting traffic. Particularly, the water damage of the concave bank roadbed is a road section which develops intensively, and the water damage of the roadbed mostly forms the progressive damage of the overall structure of the roadbed, so that disasters such as roadbed washout, pavement slab suspension, roadbed subsidence and the like are caused. After the subgrade is unstable, the transverse slope is steep, the water flow at the slope toe is turbulent, and the washout and suspension height exceeds 10 meters, so that the difficulty of emergency rescue after the subgrade is damaged by water is very high.
At present, two main methods for rush-dredging after water damage along a river bed are available. The first method is to construct a retaining wall structure to protect the embankment; retaining wall mainly relies on self weight to satisfy its anti slip and antidumping safety, must ensure enough buried depth along river retaining wall basis and prevent to erode the unstability that arouses. The general retaining wall foundation burial depth needs 1 ~ 3 meters, but because the water destroys the road bed toe rivers torrentially in flood season, the retaining wall foundation construction that faces the river needs to form temporary cofferdam, and the water inflow accident of permeating water easily appears, and the safety risk is very big with the construction degree of difficulty. The concrete pouring of the high and large retaining wall also needs the construction of closing the mold, and because the transverse slope is high and steep, the construction of the template is difficult, and the construction period is longer; taking a 50-meter-long water-damaged roadbed section as an example, the construction period for treating by adopting the retaining wall needs at least 20 days.
The second method is to construct a grouted rubble revetment to protect the embankment; the grouted rubble acts as a head-on surface to resist water erosion and erosion. When the grouted rubble revetment is constructed, the rubbles need to be piled first, then cement mortar is used for jointing and building, the manual construction period is long, for example, a 50-meter-long water-damaged roadbed section is taken as an example, and the construction period for treatment by using a retaining wall is longer than 15 days. Because the water flow at the slope toe of the slope protection is turbulent and rapid, massive stones need to be thrown and filled for multiple times to form the foot protection foundation, and the foot protection foundation is easy to be emptied under the action of long-term scouring and elutriation, so that the overall disaster resistance is weak.
Disclosure of Invention
The invention aims to solve the technical problem of providing a rapid rush-through construction method for water damage along a river bed with short construction period.
The technical scheme adopted by the invention for solving the technical problems is as follows: the quick rush-clearing construction method for water damage along a river subgrade comprises the following steps: s1, prefabricating a reinforcement gabion on site; s2, stacking the reinforcement gabions at the toe to form a toe retaining wall; s3, building stones between the toe retaining wall and the highway layer by layer and compacting the stones layer by layer to form a stone-filled embankment; and S4, mounting a slope protection protective net for protecting the rockfill embankment on the slope surface of the rockfill embankment.
Further, in step S2, two adjacent layers of reinforcement gabions are staggered and stacked to form a horseteeth pick; and adjacent reinforcement gabions are connected in a welding mode.
Further, in step S3, the particle size of the stone material in the stone-filled embankment is greater than 40mm and less than or equal to 500 mm; the thickness of each layer in the stone-filled embankment is more than or equal to 1.5 times of the grain size of stone in the layer.
Further, in step S4, the method for installing a protective fence includes the steps of:
s4.1, drilling a plurality of anchor rod holes on the slope surface of the rockfill embankment; cement mortar is injected into each anchor rod hole, and an anchor rod is inserted; the upper end of the anchor rod is positioned outside the anchor rod hole;
s4.2, transversely arranging a plurality of longitudinal supporting ropes on the slope surface of the rockfill embankment, wherein each longitudinal supporting rope penetrates through a ring sleeve at the upper end of an anchor rod at a corresponding position, and two ends of each longitudinal supporting rope are fixedly connected with the ring sleeve at the upper end of the anchor rod;
a plurality of transverse supporting ropes are longitudinally arranged on the slope surface of the stone-filled embankment, each transverse supporting rope penetrates through a ring sleeve at the upper end of an anchor rod at a corresponding position, and two ends of each transverse supporting rope are fixedly connected with the ring sleeve at the upper end of the anchor rod;
s4.3, paving and hanging a layer of grid net on the slope surface of the rockfill embankment, and connecting the grid net with the longitudinal support rope and the transverse support rope by using iron wires;
and laying a layer of steel rope net above the grid net, and connecting the steel rope net with the longitudinal supporting ropes and the transverse supporting ropes by using sewing ropes.
Further, in step S4.1, the diameter of the anchor rod hole is greater than or equal to 42 mm; the length of the anchor rod is L, and the depth of the anchor rod hole is H; wherein H is more than L +200 mm.
Further, in step S4.2, the diameters of the longitudinal support ropes and the transverse support ropes are both 16 mm.
Further, in step S4.3, the number of the grid nets is multiple, adjacent grid nets are overlapped, and the overlapping width is greater than or equal to 50mm, and the adjacent grid nets are connected by using iron wires.
Further, the type of the grid net is S0/2.2/50; the model of the steel rope net is D0/08/300.
The invention has the beneficial effects that: the rapid water-damage rush-through construction method along the river bed provided by the embodiment of the invention has the advantages of convenient and fast whole construction, economy and applicability, low safety risk, and greatly shortened construction period compared with the prior art, taking the water-damage road bed section with the length of 50 meters as an example, and the construction period is 5-7 days. The roadbed along the river constructed by the construction method of the embodiment of the invention can form a whole, so that the capability of resisting erosion and erosion caused by flushing of flood is improved, the disaster resistance of the roadbed along the river is further enhanced, even if the roadbed meets the over-standard flood, serious roadbed damage such as channel breaking and the like can not occur, and the long-term smoothness of the road along the river is ensured.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the description of the embodiments or the prior art will be briefly described below; it is obvious that the drawings in the following description are only some embodiments described in the present invention, and that other drawings can be obtained from these drawings by a person skilled in the art without inventive effort.
FIG. 1 is a schematic structural diagram of a riverbed-following construction method for rapid water damage emergency treatment along the riverbed according to an embodiment of the invention;
FIG. 2 is a schematic structural diagram of a toe retaining wall formed by stacking reinforcement gabions at the toe;
fig. 3 is a schematic structural view of a slope protection net installed on a slope surface of a rockfill embankment.
The reference numbers in the figures are: the method comprises the following steps of 1-a steel reinforcement gabion, 2-a toe retaining wall, 3-a road, 4-a stone-filled embankment, 5-a protective slope protection net, 6-an anchor rod, 7-a longitudinal support rope, 8-a transverse support rope, 9-a grid net, 10-a steel rope net and 11-a sewing rope.
Detailed Description
In order that those skilled in the art will better understand the present invention, the following further description is provided in conjunction with the accompanying drawings and examples. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
The quick rush-clearing construction method for water damage along the riverbed comprises the following steps: s1, prefabricating a reinforcement gabion 1 on site; s2, stacking the reinforcement gabion 1 at the toe to form a toe retaining wall 2; s3, building stones between the toe retaining wall 2 and the highway 3 layer by layer and compacting the stones layer by layer to form a stone-filled embankment 4; and S4, mounting a protective slope protection net 5 for protecting the rockfill embankment 4 on the slope surface of the rockfill embankment.
And step S1, prefabricating the reinforcement gabion 1 on site.
Reinforcing bar gabion 1 is the cuboid structure that the reinforcing bar parcel piece floats the stone, and it includes the reinforcing bar cage that forms by the steel reinforcement welding to and fill the piece in the reinforcing bar cage and float the stone. The reinforcement gabion 1 can be prefabricated in a centralized manner in a wide area on site.
The prefabrication method of the reinforcement gabion 1 comprises the following steps:
s1.1, cutting and blanking the reinforcing steel bars according to the design size of the reinforcing steel bar cage, bending and welding the blanked reinforcing steel bars to form a cage body with an open top and a cage cover used for covering the top of the cage body. The reinforcing bar in cage body and the cage lid all includes fossil fragments reinforcing bar and net reinforcing bar, and wherein the diameter of fossil fragments reinforcing bar is greater than the diameter of net reinforcing bar. When the cage body and the cage cover are manufactured, the intersection point of every two reinforcing steel bars is firmly welded.
S1.2, filling floating stones into the cage body, and then welding the cage cover and the cage body together. The flaky boulder adopts a stone block with the saturated uniaxial compressive strength of more than or equal to 30MPa, and the shortest axis of the stone block is more than or equal to 150 mm. The arrangement mode of the piece floating stones in the steel reinforcement cage is that the outer ring is filled with the piece floating stones with large sizes, the particle sizes of the part of the piece floating stones are larger than the pore sizes of the meshes in the steel reinforcement cage, the inner ring is filled with the piece floating stones with small sizes, and the pieces floating stones are tamped.
And step S2, stacking the reinforcement gabion 1 at the toe to form the toe retaining wall 2.
In the embodiment of the invention, a construction mode that the reinforcement gabion 1 is prefabricated at the same time, and the reinforcement gabion 1 is stacked at a toe to form a toe retaining wall 2 is adopted; namely, after prefabrication of one reinforcement gabion 1 is completed, the reinforcement gabion 1 is placed at the toe of a slope by using a truck crane; therefore, the construction efficiency can be improved, and the construction period can be saved.
Because the requirement of the reinforcement gabion 1 on the bearing capacity of the foundation is not high, and the deformation adaptability is strong, the foundation does not need to be excavated at the slope toe for embedding, and the reinforcement gabion 1 is directly placed at the slope toe. Pile up through a plurality of reinforcing bar gabion 1 and be in the toe department and form toe barricade 2, not only protect the lower extreme of filling stone embankment 4 like this, can play the effect of firm toe, but also can play the effect of scour protection, elutriation.
In order to improve the integrity and stability of the toe retaining wall 2, in step S2, two adjacent layers of reinforcement gabions 1 are staggered and stacked to form a horse tooth twist; the adjacent reinforcement gabions 1 are connected in a welding mode.
Defining the direction parallel to the river channel as transverse direction, and defining the direction vertical to the transverse direction as longitudinal direction; referring to fig. 1 and 2, staggered joints between any upper and lower layers of reinforcement gabions 1 are stacked in the transverse and longitudinal directions to form a horse tooth pick, so that vertical joints which are communicated up and down are avoided, and the integrity and stability of the toe retaining wall 2 are improved. Further, adopt the welded mode to be connected between arbitrary adjacent reinforcing bar gabion 1, just so make toe barricade 2 connect as a whole, and then improved toe barricade 2's wholeness and stability, strengthened toe barricade 2's disaster-resistant ability, even meet super standard flood, can not destroy toe barricade 2 yet.
And step S3, building stones between the toe retaining wall 2 and the highway 3 layer by layer and compacting the stones layer by layer to form a stone-filled embankment 4.
The stone-filled embankment 4 is a bearing structure forming a roadbed, can be directly filled by hard rocks or medium-hard rocks in mountainous areas, and is convenient and fast to construct. In step S3, the grain size of the stone in the stone-filled embankment 4 is greater than 40mm and less than or equal to 500 mm; the thickness of each layer in the stone-filled embankment 4 is more than or equal to 1.5 times of the grain size of stone in the layer.
In the embodiment of the invention, the stone-filled embankment 4 adopts a construction mode of filling stones layer by layer and compacting the stones layer by layer. During construction, when stones with the grain size of more than 250mm are paved and filled, large stones are paved and filled firstly, large faces are downward, small faces are upward, the stones are laid and stably placed, small stones are used for leveling, stone chips are filled in a filling mode, and finally compaction is carried out; when the stone with the grain diameter of below 250mm is paved, the stone can be directly paved in layers and compacted in layers.
And step S4, mounting a protective slope protection net 5 for protecting the rockfill embankment 4 on the slope surface of the rockfill embankment.
In the embodiment of the invention, the rockfill embankment 4 is constructed in sections along the transverse direction, and after the construction of one section of rockfill embankment 4 is finished, the slope protection protective net 5 is arranged on the slope of the section of rockfill embankment 4, and the slope protection protective net 5 is ensured to be tightly attached to the slope of the rockfill embankment 4. The slope protection protective screening 5 mainly comprises an anchor rod 6, a longitudinal supporting rope 7, a transverse supporting rope 8, a grid net 9 and a steel rope net 10. Through setting up bank protection network 5, not only protect rockfill embankment 4, improved rockfill embankment 4's wholeness and stability, still make rockfill embankment 4 have good water permeability and scour resistance ability to shorten construction cycle, avoided the problem of the cycle length that artifical pointing built by laying bricks or stones.
Referring to fig. 1 and 3, in step S4, the method for installing the protective slope net 5 includes the following steps:
s4.1, drilling a plurality of anchor rod holes on the slope surface of the rockfill embankment 4; cement mortar is injected into each anchor rod hole, and an anchor rod 6 is inserted; the upper end of the anchor rod 6 is positioned outside the anchor rod hole;
s4.2, transversely arranging a plurality of longitudinal supporting ropes 7 on the slope surface of the rockfill embankment 4, wherein each longitudinal supporting rope 7 penetrates through a ring sleeve at the upper end of the anchor rod 6 at a corresponding position, and two ends of each longitudinal supporting rope 7 are fixedly connected with the ring sleeve at the upper end of the anchor rod 6;
a plurality of transverse supporting ropes 8 are longitudinally arranged on the slope surface of the stone-filled embankment 4, each transverse supporting rope 8 penetrates through a ring sleeve at the upper end of the anchor rod 6 at a corresponding position, and two ends of each transverse supporting rope 8 are fixedly connected with the ring sleeve at the upper end of the anchor rod 6;
s4.3, paving and hanging a layer of grid net 9 on the slope surface of the stone-filled embankment 4, and connecting the grid net 9 with the longitudinal support ropes 7 and the transverse support ropes 8 by using iron wires;
a layer of wire rope net 10 is laid above the grid net 9, and the wire rope net 10 is connected with the longitudinal supporting ropes 7 and the transverse supporting ropes 8 by sewing ropes 11.
In step S4.1, anchor rod holes are drilled on the slope of the rockfill embankment 4 according to the designed position of the anchor rods 6, and the holes are cleaned by high pressure gas. The aperture of the anchor rod hole is greater than or equal to 42 mm; the length of the anchor rod 6 is L, and the depth of the anchor rod hole is H; wherein H is more than L +200 mm. Cement mortar not lower than M30 was injected into each bolt hole and the bolt 6 was inserted, checking and ensuring that the grout in the bolt hole was full. When the slope surface fluctuation height difference of the stone-filled embankment 4 is large, the number of the anchor rods 6 is properly increased so as to ensure that the subsequently installed grid net 9 and the steel rope net 10 are tightly attached to the slope surface.
In step S4.2, the longitudinal support line 7 means that the length direction of the support line extends in the longitudinal direction, and the transverse support line 8 means that the length direction of the support line extends in the transverse direction. A plurality of longitudinal supporting ropes 7 are arranged on the slope surface of the stone-filled embankment 4 along the transverse direction, a plurality of transverse supporting ropes 8 are arranged along the longitudinal direction, each longitudinal supporting rope 7 and each transverse supporting rope 8 penetrate through a ring sleeve at the upper end of the anchor rod 6 at the corresponding position, and the two ends after tensioning are fixedly connected with the ring sleeves at the upper ends of the anchor rods 6 through rope clamps.
For example, the longitudinal support lines 7 and the transverse support lines 8 each have a diameter of 16 mm. When the length of the supporting ropes is less than 15 meters, the end part of each supporting rope is fixedly connected with a ring sleeve at the upper end of the anchor rod 6 through two rope clamps; when the length of the supporting ropes is more than 15 meters and less than 30 meters, the end part of each supporting rope is fixedly connected with a loop at the upper end of the anchor rod 6 through three rope clamps; when the length of the supporting ropes is more than 30 meters, the end part of each supporting rope is fixedly connected with a ring sleeve at the upper end of the anchor rod 6 through four rope clamps.
In step S4.3, a layer of grid net 9 is laid on the slope of the rockfill embankment 4 from top to bottom, and the grid net 9 may be located above the support rope or below the support rope. For example, the grid net 9 has a model number S0/2.2/50. And iron wires with the diameter of 1.2mm are adopted between the grid net 9 and the longitudinal and transverse supporting ropes to be tied according to the distance of 1 meter. Further, the number of the grid nets 9 is multiple, the adjacent grid nets 9 are overlapped, the overlapping width is larger than or equal to 50mm, and the adjacent grid nets 9 are connected by iron wires. Specifically, iron wires with the diameter of 1.2mm are adopted between adjacent grid nets 9 to be tied according to the distance of 1 meter.
After the grating net 9 is laid, a layer of steel rope net 10 is laid above the grating net 9 from top to bottom. For example, the steel wire net 10 is D0/08/300. The steel rope net 10 and the longitudinal and transverse supporting ropes are sewn and pretensioned by a sewing rope 11 with the diameter of 8mm, and two ends of the sewing rope 11 are fixedly connected with the supporting ropes by two rope clamps respectively.
The rapid water-damage rush-through construction method along the river bed provided by the embodiment of the invention has the advantages of convenient and fast whole construction, economy and applicability, low safety risk, and greatly shortened construction period compared with the prior art, taking the water-damage road bed section with the length of 50 meters as an example, and the construction period is 5-7 days. The roadbed along the river constructed by the construction method of the embodiment of the invention can form a whole, the anti-scouring and erosion capabilities of the roadbed along the river are improved while the roadbed bearing structure is rapidly formed, the anti-disaster capability of the roadbed along the river is further enhanced, even if over-standard flood occurs, serious roadbed damage such as broken road and the like can not occur, the roadbed can be used as a permanent roadbed protection project, the long-term smoothness of the road along the river is ensured, and the problems of long construction period, large safety risk and low anti-disaster capability of the traditional rush-to-pass construction method are solved.
The first embodiment is as follows:
on a highway in a mountain area, the length of a water-damaged road base section is 50 meters, and the washout and suspension height is 15 meters.
The construction method for rapidly rushing to pass through along the water damage of the riverbed subgrade is adopted to construct the water damage subgrade section, and comprises the following steps:
and S1, prefabricating the reinforcement gabion 1 on site. The length, the width and the height of the reinforced gabion 1 are 2000 multiplied by 1000 mm; the diameter of keel steel bars in the steel bar cage is 16mm, and the diameter of grid steel bars is 8 mm; the size of the grid on the reinforcement cage is 150 multiplied by 150 mm; the boulder pieces in the reinforcement cage are stones with the saturated uniaxial compressive strength larger than 30MPa, and the shortest axis of the boulder pieces is larger than 150 mm.
And S2, placing the reinforcement gabion 1 at the toe by using a crane to stack three layers to form the toe retaining wall 2. The upper and lower layers of reinforcement gabions 1 are staggered and stacked in the transverse and longitudinal directions to form a horse tooth rubbing, and any adjacent reinforcement gabions 1 are connected in a welding mode.
And S3, filling stones between the toe retaining wall 2 and the road 3 layer by layer and compacting the stones layer by layer to form a stone-filled embankment 4. The particle size of stones in the stone-filled embankment 4 is more than 40mm and less than or equal to 500 mm; the thickness of each layer in the stone-filled embankment 4 is more than or equal to 1.5 times of the grain size of stone in the layer.
And S4, mounting a protective slope protection net 5 for protecting the rockfill embankment 4 on the slope surface of the rockfill embankment.
S4.1, drilling a plurality of anchor rod holes at intervals of 4500mm along the transverse direction and the longitudinal direction on the slope surface of the rockfill embankment 4, wherein the diameter of each anchor rod hole is 42mm, and the depth of each anchor rod hole is 3200 mm; m30 cement mortar was injected into each anchor rod hole and a 3 meter long anchor rod 6 was inserted.
S4.2, arranging a plurality of longitudinal supporting ropes 7 on the slope surface of the rockfill embankment 4 at intervals of 4500mm along the transverse direction, wherein each longitudinal supporting rope 7 penetrates through a ring sleeve at the upper end of the anchor rod 6 at the corresponding position, and the two ends of each longitudinal supporting rope 7 after being tensioned are fixedly connected with the ring sleeve at the upper end of the anchor rod 6 by adopting a rope clamp.
A plurality of transverse supporting ropes 8 are longitudinally arranged on the slope surface of the stone-filled embankment 4 at intervals of 4500mm, each transverse supporting rope 8 penetrates through a ring sleeve at the upper end of the anchor rod 6 at a corresponding position, and two ends of each transverse supporting rope 8 after being tensioned are fixedly connected with the ring sleeves at the upper ends of the anchor rods 6 by adopting rope clamps.
And S4.3, paving and hanging a layer of grid nets 9 with the model number of S0/2.2/50 on the slope surface of the stone-filled embankment 4 from top to bottom, overlapping adjacent grid nets 9, wherein the overlapping width is 60mm, and the stitching between the adjacent grid nets 9 and the binding between the grid nets 9 and the longitudinal and transverse supporting ropes are performed by iron wires with the diameter of 1.2mm according to the distance of 1 meter.
Then a layer of steel rope net 10 with the model number of D0/08/300 is laid above the grid net 9 from top to bottom, each steel rope net 10 is sewed and pre-tensioned with a longitudinal and transverse supporting rope through a sewing rope 11 with the diameter of 8mm, and two ends of the sewing rope 11 are fixedly connected with the supporting rope or a ring sleeve at the upper end of the anchor rod 6 through two rope clamps.
The rapid rush-through construction method for water damage along the riverbed according to the embodiment of the invention is adopted to carry out rush-through construction on the water damage roadbed section with the length of 50 meters, and the construction period is 5 days.
The construction method of the existing retaining wall structure is adopted to carry out rush-through construction on the water-damaged roadbed section with the length of 50 meters, and the construction period is 25 days.
The construction method of the existing mortar rubble revetment is adopted to carry out rush-through construction on the water-damaged roadbed section with the length of 50 meters, and the construction period is 17 days.
Therefore, the rapid rush-through construction method for water damage along the riverbed provided by the embodiment of the invention has the advantages of convenient and fast whole construction, low safety risk and short construction period. The roadbed along the river constructed by the construction method of the embodiment of the invention can form a whole, so that the capability of resisting erosion and erosion caused by flushing of flood is improved, the disaster resistance of the roadbed along the river is further enhanced, even if the roadbed meets the over-standard flood, serious roadbed damage such as channel breaking and the like can not occur, and the long-term smoothness of the road along the river is ensured.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (8)
1. The quick rush-clearing construction method for water damage along the riverbed is characterized by comprising the following steps of: s1, prefabricating a reinforcement gabion (1) on site; s2, stacking the reinforcement gabions (1) at the toe to form a toe retaining wall (2); s3, building stones between the toe retaining wall (2) and the highway (3) layer by layer and compacting the stones layer by layer to form a stone-filled embankment (4); and S4, mounting a protective slope protection net (5) for protecting the rockfill embankment (4) on the slope surface of the rockfill embankment.
2. The method for rapid water damage rescue construction along a river subgrade according to claim 1, characterized in that in step S2, two adjacent layers of reinforcement gabions (1) are stacked in a staggered manner to form a horse tooth twine; the adjacent reinforcement gabions (1) are connected in a welding mode.
3. The water-breaking quick-rescue construction method along the river bed according to claim 1, characterized in that in step S3, the stone material in the stone-filled embankment (4) has a grain size of more than 40mm and less than or equal to 500 mm; the thickness of each layer in the stone-filled embankment (4) is more than or equal to 1.5 times of the grain size of stone in the layer.
4. The method for rapid water damage rescue construction along a river bed according to claim 1, wherein in step S4, the method for installing a protective slope protection net (5) comprises the following steps:
s4.1, drilling a plurality of anchor rod holes on the slope surface of the rockfill embankment (4); cement mortar is injected into each anchor rod hole, and an anchor rod (6) is inserted; the upper end of the anchor rod (6) is positioned outside the anchor rod hole;
s4.2, transversely arranging a plurality of longitudinal supporting ropes (7) on the slope surface of the stone-filled embankment (4), wherein each longitudinal supporting rope (7) penetrates through a ring sleeve at the upper end of the anchor rod (6) at a corresponding position, and two ends of each longitudinal supporting rope (7) are fixedly connected with the ring sleeve at the upper end of the anchor rod (6);
a plurality of transverse supporting ropes (8) are longitudinally arranged on the slope surface of the stone-filled embankment (4), each transverse supporting rope (8) penetrates through a ring sleeve at the upper end of the anchor rod (6) at a corresponding position, and two ends of each transverse supporting rope (8) are fixedly connected with the ring sleeve at the upper end of the anchor rod (6);
s4.3, paving and hanging a layer of grid net (9) on the slope surface of the stone-filled embankment (4), and connecting the grid net (9) with the longitudinal support rope (7) and the transverse support rope (8) by using iron wires;
a layer of steel rope net (10) is laid above the grid net (9), and the steel rope net (10) is connected with the longitudinal supporting ropes (7) and the transverse supporting ropes (8) through sewing ropes (11).
5. The method for rapid water damage emergency construction along a river bed according to claim 4, wherein in step S4.1, the diameter of the anchor rod hole is greater than or equal to 42 mm; the length of the anchor rod (6) is L, and the depth of the anchor rod hole is H; wherein H is more than L +200 mm.
6. The method for rapid water damage emergency construction along a river bed according to claim 4, wherein in step S4.2, the diameters of the longitudinal supporting ropes (7) and the transverse supporting ropes (8) are both 16 mm.
7. The method for rapid water damage and rush-through construction along a river subgrade according to claim 4, characterized in that in step S4.3, the number of the grid nets (9) is multiple, the adjacent grid nets (9) are overlapped, the overlapping width is greater than or equal to 50mm, and the adjacent grid nets (9) are connected by iron wires.
8. The rapid water-breaking rush-through construction method along the riverbed according to claim 4, characterized in that the type of the grid net (9) is S0/2.2/50; the model of the steel rope net (10) is D0/08/300.
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| CN112681045A (en) * | 2020-12-22 | 2021-04-20 | 湖北省路桥集团有限公司 | Ramp way back-pressure embankment deformation control structure and construction method |
| CN113897832A (en) * | 2021-11-22 | 2022-01-07 | 长沙理工大学 | Repairing structure and repairing method for water damage of geogrid reverse-wrapping embankment |
| CN113944117A (en) * | 2021-10-29 | 2022-01-18 | 成都未来智隧科技有限公司 | Slope protection structure |
| CN113981750A (en) * | 2021-11-17 | 2022-01-28 | 中铁七局集团郑州工程有限公司 | Construction method for rapid first-aid repair after water damage of embankment of existing railway riverside vehicle station |
| CN115354621A (en) * | 2022-06-27 | 2022-11-18 | 四川省公路规划勘察设计研究院有限公司 | Ecological slope protection building block and slope protection structure |
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Application publication date: 20201204 |