CN212375698U - Ultrahigh composite reinforced earth abutment combined with prestressed anchor cable - Google Patents

Abstract

The utility model discloses a superelevation compound reinforced earth abutment that combines with prestressed anchorage cable, this structure be superelevation reinforced earth abutment, and to the top down has multistage abutment. Geogrids with equal intervals are laid on all stages of bridge abutments, a reverse filter layer formed by piling up geotextile lattices filled with broken stones and wrapped by geotextile is arranged on one side close to a panel, a reinforced concrete panel is arranged outside the reverse filter layer, a reinforced concrete horizontal cushion layer is arranged at the lower part of the panel of each stage of bridge abutment and embedded to a certain depth, and a concrete capping beam is arranged at the upper part of the panel; the structure is a composite reinforced earth bridge abutment, the prestressed anchor cables anchored into a mountain rock stratum are combined with the bridge abutment at the lowest stage, the overall stability and the anti-overturning capacity of an un-reinforced earth body and the whole reinforced body structure are greatly improved, and the prestressed anchor cables can effectively resist the bending moment of lateral earth pressure of backfill materials from behind a wall to a bottom deck panel of the bridge abutment by restraining a retaining wall body.

Description

Ultrahigh composite reinforced earth abutment combined with prestressed anchor cable

Technical Field

The utility model relates to a superelevation compound reinforced earth abutment who combines with prestressed anchorage cable belongs to geotechnical engineering technical field.

Background

The modern reinforced earth technology originates from france in the sixties of the last century, is mainly applied to retaining walls in the early period, and is gradually applied to places needing to bear heavy load, such as rail transit, industrial buildings, highways and the like along with the continuous development of the technology. In particular, in recent years, the application of reinforced earth technology to abutment has been rapidly developed in developed countries in europe and the united states.

The reinforced earth abutment is a reinforced body structure consisting of reinforcement materials, backfill materials and retaining wall panels, the tie bars are placed between the filling soils, the defect of low tensile strength and shear strength of the soil body is overcome, the reinforcement materials embedded in the soil body can diffuse the stress in the soil body, increase the modulus of the soil body, transmit the tensile stress of the soil body, limit the lateral deformation of the soil body, and simultaneously increase the frictional resistance between the soil body and other materials, thereby improving the stability of the abutment.

The reinforced earth bridge abutment has the advantages of high strength, low cost, strong bearing capacity, short construction period, good anti-seismic performance and the like, and has lower requirement on the bearing capacity of the foundation due to the characteristic of the continuous flexible body, so that the bridge abutment structure can be built in more places, and in addition, the continuous flexible body can reduce uneven settlement, thereby overcoming the stubborn problem of a bridge-road transition section of bridge-end vehicle jumping.

Nevertheless, the conventional reinforced earth abutment is difficult to be built into an ultrahigh abutment with a height of more than 20m, because when the height of a mountain body where the construction is carried out is too high, the reinforced body structure formed by the reinforcing materials and the filling soil can only ensure the stability of the inside of the reinforced body structure, but the overall stability and the anti-overturning capability of the non-reinforced soil body and the whole reinforced body structure are seriously reduced, and the reinforced earth abutment is easy to slide down along the slope of the mountain body; along with the increase of the height of the single-stage bridge abutment, the quality of backfill materials behind the wall is continuously increased, so that the gravity center of the backfill materials is increased, the lateral soil pressure is increased, a large bending moment is generated on a bottom deck, the wall is raised and bellied, and even the situations of local panel cracking, crushing and falling occur.

Therefore, it is necessary to invent a novel reinforced earth abutment which can still ensure the integral stability and the anti-overturning capability of the abutment and reduce the action of the reinforced body structure and the bending moment of the un-reinforced earth body part on the bottom wall panel when the vertical height of the abutment is more than 20 m.

SUMMERY OF THE UTILITY MODEL

For overcoming the not enough of prior art, the utility model provides a superelevation compound reinforced earth abutment who combines with prestressed anchorage cable can strengthen the overall stability and the antidumping ability that do not add the muscle soil body and whole reinforcement structure.

The utility model discloses a following technical scheme realizes:

the ultrahigh composite reinforced earth abutment combined with the prestressed anchor cable comprises a lowest abutment leaning against a mountain, an uppermost abutment and other abutment stages, wherein the lowest abutment, the uppermost abutment and the other abutment stages all comprise reinforced body structures, one end of each reinforced body structure depends on the mountain, and each reinforced body structure comprises a plurality of geogrids and wall rear fillers;

a reverse filtering layer is arranged outside one side, away from the mountain, of the geogrid of the lowest abutment, a retaining wall body is arranged outside the reverse filtering layer, a reinforced concrete bent cap is arranged on the retaining wall body, and a reinforced concrete horizontal cushion layer is arranged at the lower part of the retaining wall body and is embedded under the ground; the bridge abutment at the lowest stage is further provided with a prestressed anchor cable, the prestressed anchor cable comprises an anchor cable body, an inner anchor head and an anchor root, the anchor cable body is tensioned between the inner anchor head and the anchor root, the inner anchor head is connected to the wall body of the retaining wall, and the anchor root is anchored into a rock body of the mountain body through an anchor hole formed in the mountain body;

the side, away from the mountain body, of the geogrid of each other bridge abutment is externally provided with an inverted filter layer, the outer side of the inverted filter layer is provided with an assembled concrete panel, the assembled concrete panel is provided with a reinforced concrete bent cap, and the lower part of the assembled concrete panel is provided with a reinforced concrete horizontal cushion layer and is embedded in the depth of a filler behind the wall of the next bridge abutment of each other bridge abutment;

the side outside that the mountain body was kept away from to the geogrid of top level abutment is equipped with the bridge beam supports, is provided with the EPS cystosepiment between bridge beam supports and the geogrid, and top level abutment top is provided with little abutment, and bridge girder overlap joint is on the bridge beam supports for the great bridge, and the approach board is placed between bridge beam supports girder and little abutment.

The other bridge abutments at each stage comprise one stage or multiple stages; the geogrids are spaced at equal intervals.

The reverse filtering layer is formed by piling a plurality of geotechnical bingo grids filled with non-graded broken stones, and geotechnical cloth is wrapped outside the geotechnical bingo grids;

the inverted filter layer is connected with a retaining wall body or an assembled concrete panel through a hinged connecting piece; a concrete sealing layer with a certain gradient is arranged at the top of the inverted filter layer;

one end of the concrete closed layer is connected with the concrete bent cap, the other end of the concrete closed layer is connected with the fabricated concrete panel of the upper bridge abutment, and the joint is located at a position 0.4m below the lowest drainage hole; the thickness of the concrete sealing layer is not less than 0.4 m; the surface of the concrete sealing layer is subjected to waterproof treatment;

the retaining wall body comprises rib columns and retaining plates, holes are formed in the rib columns, and inner anchor heads are arranged in the holes;

in the bridge abutment structure at the lowest stage, the geogrid penetrates through the inverted filter layer and extends to the reinforcement cage of the rib column and the retaining plate, and a unified integral structure is poured. The reinforcement cage refers to a reinforcement cage built when the earth retaining plate and the rib post are built.

The anchor cable body is obliquely inclined at an angle of 10-15 degrees, and the anchor root is lower than the inner anchor head.

In the other abutment structures at all levels, the assembled concrete panel is a building block type wall surface built by concrete precast blocks; the geogrid penetrates through the reverse filter layer and extends to a position between the upper concrete precast block and the lower concrete precast block, and the upper concrete precast block, the lower concrete precast block and the geogrid are connected into a unified whole through the reinforcing steel bar bolts.

In the most superior abutment structure, the geogrid penetrates through the inverted filter layer and extends to a reinforcement cage of the bridge support, and the geogrid is poured into a whole at one time.

The assembled concrete panel and the retaining plate of the retaining wall body are respectively provided with drain holes which are 2-3m apart and criss-cross, the bottom of the drain hole at the lowest row is 0.4m higher than the concrete closed layer or the ground, and drain pipes with outward drainage slopes not less than 4% are arranged in the drain holes; the water inlet of the water drain pipe is connected with the reverse filter layer, and the pipe body and the water inlet are wrapped by water permeable geotextile; the PVC circular pipe with the diameter of 6-8cm is selected for the water drain pipe according to the amount of water drained.

A construction method of an ultrahigh composite reinforced earth abutment combined with a prestressed anchor cable is characterized in that construction is sequentially carried out from the lowest abutment, other abutments at all levels to the highest abutment from bottom to top, and specifically comprises the following steps:

step one, constructing the bridge abutment at the lowest stage,

A. construction of a horizontal cushion layer: the horizontal cushion layer adopts a cast-in-place reinforced concrete strip foundation; excavating a foundation trench at a mountain foot, pouring a horizontal cushion layer, strictly controlling the elevation position, ensuring the surface to be straight, and filling and tamping the excavated part;

B. and (3) construction of the retaining wall body: erecting a rib column and a template of a soil retaining plate and binding a reinforcement cage on the horizontal cushion layer, wherein one side of the geogrid extends to the reinforcement cage, and pouring concrete into a unified whole; when the retaining wall body is poured, reserving holes with the diameter the same as that of the anchor cable on the rib columns, wherein the holes are positioned between the two geogrids;

C. construction of the inverted filter layer: the filling height of the inverted filter layer and the pouring height of the retaining wall body are synchronously carried out; excavating a distance slightly larger than the thickness of the inverted filter layer behind a steel reinforcement cage of the retaining wall body, and hinging the retaining wall body and the inverted filter layer by using a hinged connecting piece;

D. and (3) construction of the prestressed anchor cable: excavating a soil body after a reverse filtering layer, drilling an anchor hole on a mountain stable rock layer, fully cleaning the anchor hole, slowly placing an anchor cable body into the anchor hole through a guide head, injecting sufficient cement mortar into the anchor hole to anchor an anchor root, tensioning the anchor cable body, locking after compensating and tensioning, filling gaps of an anchor backing plate and each part of an anchor with cement paste, and finally sealing the anchor with a concrete end enclosure;

E. paving the reinforcement and the filler and compacting: laying all levels of reinforcement body structures from bottom to top; binding a prestressed anchor cable placed between the two geogrids with a self-locking nylon binding belt;

F. constructing a reinforced concrete bent cap and a concrete sealing layer;

step two, construction of other abutment at each level

A. Construction of a horizontal cushion layer: the horizontal cushion layer adopts a cast-in-place reinforced concrete strip foundation; excavating a foundation trench at the top of the lowest stage of abutment and pouring a horizontal cushion layer, wherein the distance between the edge of the horizontal cushion layer and the wall surface of the retaining wall is required to be not less than 1 m; other requirements are consistent with the lowest stage bridge abutment;

B. construction of the fabricated concrete panel: the panel is prefabricated by adopting a steel film and is required to have enough strength and rigidity;

C. construction of the inverted filter layer: the filling height of the inverted filter layer and the lapping height of the panel are synchronously carried out; excavating a distance larger than the thickness of the reverse filter layer behind the panel, wherein other requirements are consistent with those of the bridge abutment at the lowest stage;

D. paving the reinforcement and the filler and compacting: the requirement is consistent with that of the lowest stage bridge abutment;

F. constructing a reinforced concrete bent cap; constructing a concrete sealing layer;

step three, construction of the top bridge abutment

A. Construction of a horizontal cushion layer: the horizontal cushion layer adopts a cast-in-place reinforced concrete strip foundation; excavating foundation trenches at the tops of the other bridge abutments of all levels and pouring a horizontal cushion layer, wherein the distance between the edge of the horizontal cushion layer and the wall surface of the retaining wall is not less than 1m, and other requirements are consistent with those of the bridge abutment of the lowest level;

B. construction of the bridge support: the template of the bridge support is bound with a reinforcement cage on the horizontal cushion layer, and is poured into a unified whole by concrete, and after pouring is finished, the template is subjected to watering maintenance;

C. construction of the inverted filter layer: the filling height of the inverted filter layer is synchronous with the pouring height of the bridge support; excavating a distance larger than the thickness of the reverse filter layer behind the bridge support, wherein other requirements are consistent with those of the bridge abutment at the lowest stage;

D. paving the reinforcement and the filler and compacting: the requirement is consistent with that of the lowest stage bridge abutment;

F. and (5) constructing the reinforced concrete bent cap.

The laying of each stage of reinforcement body structure is sequentially as follows: and (4) repeatedly operating the sequence of laying the geogrid, backfilling the filler, compacting and laying the geogrid again.

Compared with the prior art, the utility model discloses following beneficial effect has:

the utility model discloses a prestressed anchorage cable that the anchor goes into massif rock stratum is compound with the bridge abutment of subordinate to this strengthens the overall stability and the antidumping ability that do not add the muscle soil body and whole reinforcement body structure, and prestressed anchorage cable can also effectively resist the side direction soil pressure that comes from backfill behind the wall to the bending moment of bridge abutment bottom deck board to the restraint of barricade wall body, thereby can build the super high bridge abutment more than high 20 meters.

(1) The utility model provides a pair of super high compound reinforced earth abutment that combines with prestressed anchorage cable, through the prestressed anchorage cable that will anchor into the massif rock stratum with the compound of subordinate abutment, form unified whole with reinforced earth structure, it brings with superstructure load to resist the abutment fill at all levels jointly and subside unevenly and lateral slip, greatly promoted the overall stability and the antidumping ability of non-reinforced earth body and whole reinforced earth body structure, the restraint of prestressed anchorage cable to the barricade wall body can also effectively resist the side direction soil pressure that comes from the backfill behind the wall to the moment of flexure of abutment floor panel, various drawbacks that bring when the abutment is too high of traditional reinforced earth abutment have been solved, thereby can build the super high abutment of height more than 20 meters; the prestressed anchor cable is added, so that the volume of the bridge abutment at the lowest stage does not need to be increased even if the ultrahigh bridge abutment is constructed, and the height of the bridge abutment can be increased under the conditions of not increasing the cost and saving the land for the sloping bottom.

(2) When the rib column of the bridge abutment at the lowest stage and the retaining plate are poured, the hole reserved on the rib column is required to be between the two geogrids, the pre-stressed anchor cable placed between the two geogrids is bound by the self-locking nylon binding belt and the geogrids, and the construction method avoids the condition that the performance of the geogrids is influenced because the anchor cable is damaged when inserted into a reinforced earth structure.

(3) The combination of cast-in-place concrete panels and fabricated panels: pouring rib columns and bridge supports with certain strength on the lowest bridge abutment and the highest bridge abutment by adopting a cast-in-place method, and casting the geogrids extending to the reinforcement cage in a cast-in-place mode to form a unified whole; the upper building block, the lower building block and the geogrid are connected by reinforcing steel bar bolts to form a unified whole; and the prestressed anchor cable and the lowest stage bridge abutment are compounded without changing the characteristics of a continuous flexible body of a reinforced earth structure, so that the integrity and the shock resistance of the ultrahigh composite bridge abutment are even superior to those of the traditional reinforced earth bridge abutment.

(4) The top bridge abutment structure consists of a reinforced earth structure, a main beam, a bridge support and a guide way, wherein the guide way plate is arranged between the small bridge abutment and the bridge support, and an EPS foam plate is arranged behind the bridge support.

Drawings

FIG. 1 is a schematic structural view of the ultra-high composite reinforced earth abutment of the present invention;

FIG. 2 is a detailed view of the junction of the fabricated concrete deck and the inverted filter;

FIG. 3 is a front view of the wall of the lowest abutment wall;

FIG. 4 is a view of the distribution of the weep holes in the fabricated concrete panel or retaining plate;

FIG. 5 is a view showing the position of the drain pipe.

Fig. 6 is a schematic view of the connector structure.

Reference numbers correspond to part names: 1-horizontal bedding, 2-ribbed columns, 3-earth retaining plates, 4-inverted filter layers, 5-anchor cable bodies, 6-inner anchor heads, 7-retaining wall bodies, 8-anchor roots, 9-mountain bodies, 10-geogrids, 11-wall rear filler, 12-reinforced concrete capping beams, 13-concrete sealing layers, 14-fabricated concrete panels, 15-bridge girders, 16-bridge supports, 17-EPS foam plates, 18-guide plates, 19-small bridge abutments, 20-lowest bridge abutments, 21-other bridge abutments, 22-uppermost bridge abutments, 23-concrete precast blocks, 24-reinforcing steel bolts, 25-connectors, 26-geotextiles, 27-geotechnical binges, 28-non-graded broken stones, 29-water drain holes, 30-a drain pipe, 31-a seat, 32-a connecting rod and 33-a mounting piece.

Detailed Description

The present invention will be described in further detail with reference to specific embodiments, but the scope of the present invention is not limited to these embodiments, and any changes or equivalent substitutions that do not depart from the spirit of the present invention are intended to be included within the scope of the present invention.

An ultra-high composite reinforced earth abutment combined with a prestressed anchor rope comprises a lowest abutment 20 leaning against a mountain 9, an uppermost abutment 22 and other abutments 21 of all levels.

The lowest abutment 20 comprises a reinforcement body structure constructed by a plurality of geogrids 10 and wall rear fillers 11 which are equally spaced, wherein the outer side of one side, away from a mountain 9, of each geogrid 10 is provided with a reverse filter layer 4, the outer side of each reverse filter layer 4 is provided with a retaining wall body 7, each retaining wall body 7 is provided with a reinforced concrete bent cap 12, and the lower part of each retaining wall body is provided with a reinforced concrete horizontal cushion layer 1 and is embedded to a certain depth;

the lowest stage bridge abutment 20 is combined with a prestressed anchor cable, the anchor cable body 5 is anchored into a rock body through an anchor hole in the mountain body 9 by an anchor root 8, then the anchor cable body 5 is tensioned and locked on the rib column 2, finally the inner anchor head 6 on the rib column 2 is sealed by adopting concrete, and a reinforced earth structure is connected with the mountain body 9 through the prestressed anchor cable;

the uppermost abutment 22 comprises a reinforcement structure constructed by a plurality of geogrids 10 with equal intervals and wall rear fillers 11, a bridge support 16 is arranged on the outer side of the geogrid 10 away from one side of the mountain 9, an EPS foam plate 17 is arranged between the bridge support 16 and the geogrid 10, a large bridge girder 15 is lapped on the bridge support 16, and a guide plate 18 is arranged between the bridge support 16 and a small abutment 19.

The other abutment 21 at each stage comprises a reinforcement structure constructed by a plurality of geogrids 10 with equal intervals and wall rear fillers 11, wherein the outer side of the geogrid 10 away from one side of the mountain 9 is provided with a reverse filter layer 4, the outer side of the reverse filter layer 4 is provided with an assembled concrete panel 14, the assembled concrete panel 14 is provided with a reinforced concrete cover beam 12, and the lower part of the assembled concrete cover beam is provided with a reinforced concrete horizontal cushion layer 1 and is embedded for a certain depth.

The inverted filter layer 4 is formed by piling up earthwork binge 27 which is filled with non-graded broken stones 28 and is wrapped by geotextile 26, if sand gravel is used, screening and cleaning are carried out, wherein the particle size is less than 0.15 mm, and the content is not more than 5 percent; the inverted filter layer 4 is connected with the retaining wall body 7 and the fabricated concrete panel 14 through a rod-shaped hinged connecting piece 25; a concrete sealing layer 13 with a certain gradient is arranged at the top of the inverted filter layer 4; one end of the concrete closed layer 13 is connected with the concrete bent cap 12, and the other end of the concrete closed layer is connected with the position 0.4m away from the bottom of the lowest drainage hole of the fabricated concrete panel 14 of the upper bridge abutment; the thickness of the concrete sealing layer 13 is not less than 0.4 m; the surface of the concrete sealing layer 13 is subjected to waterproof treatment.

The rod-shaped hinged connecting piece 25 comprises a seat 31, a connecting rod 32 and a mounting piece 33, the connecting rod is a threaded rod, threaded holes are formed in the seat 31 and the mounting piece 33, the seat is fixed on a retaining wall body or an assembled concrete panel 14, the mounting piece is fixed in the inverted filter layer 4, and then the seat and the mounting piece on the inverted filter layer are penetrated through a round rod (the connecting rod). Or do not need to establish the installed part, directly set up a screw hole in anti-filter layer 4, threaded connection pole is worn to establish in the screw hole, links together anti-filter layer 4 and seat platform.

The fabricated concrete panel 14 is a block type wall surface built by concrete precast blocks 23, and the precast blocks are selected from two specifications of 0.25 multiplied by 0.3 multiplied by 0.5m or 0.25 multiplied by 0.3 multiplied by 1.0 m; the geogrid 10 penetrates through the inverted filter layer 4 and extends to the position between the upper building block and the lower building block on the side, far away from the mountain body 9, of each other bridge abutment 21, and the upper building block, the lower building block and the geogrid 10 are connected through the reinforcing steel bar bolt 24 to form a unified whole. The geogrid 10 penetrates through the inverted filter layer at one side of the lowest stage bridge abutment 20 far away from the mountain body and extends to the reinforcement cage positions of the rib columns 2 and the retaining plates 3, and the geogrid is poured into a unified whole at one time; the geogrid 10 penetrates through the inverted filter layer 4 on the side, far away from the mountain 9, of the uppermost-stage abutment 22, extends to the reinforcement cage of the bridge support 16, and is poured into a whole at one time.

The retaining wall body 7 is composed of rib columns 2 and retaining plates 3, and the outer surfaces of the rib columns 2 are higher than the outer surfaces of the retaining plates 3. When the retaining wall body 7 is poured, holes with the diameter the same as that of the anchor cables are reserved on the rib columns 2, the anchor cable bodies 5 are placed into anchor holes through guide heads, cement mortar is injected into the anchor holes to anchor roots 8, then the anchor cable bodies 5 are tensioned, after tensioning is compensated, cement paste is used for filling gaps of anchor backing plates of the inner anchor heads 6 and gaps of the anchorage devices, and then the inner anchor heads are anchored by adopting concrete to form concrete seal heads so as to prevent corrosion and achieve attractiveness.

The assembled concrete panel 14 with all establish interval 2-3m, vertically and horizontally staggered's outlet 29 on the fender apron 3 of barricade wall body 7, the outlet 29 bottom of the undermost row should be higher than concrete seal or ground 0.4m, is provided with the outlet 30 that outside drainage slope is not less than 4% in the hole, the outlet water inlet links to each other with the anti-filter bed, and pipe shaft and water inlet are in with the geotechnological cloth package that permeates water, the PVC pipe that the diameter is 6-8cm is selected for use according to the discharge size to the outlet.

The anchor cable body 5 is obliquely downwards arranged at an angle of 10-15 degrees.

A construction method of an ultrahigh composite reinforced earth abutment combined with a prestressed anchor cable comprises the following steps:

and constructing according to the sequence of the lowest stage bridge abutment, other bridge abutments at all stages and the uppermost stage bridge abutment from bottom to top.

Construction of a bridge abutment at the lowest stage:

A. construction of a horizontal cushion layer: the horizontal cushion layer adopts a cast-in-place reinforced concrete strip foundation.

a. Excavating a foundation trench at a mountain foot, well performing underground drainage work, and adopting a sectional excavation and treatment mode when excavating the foundation trench;

b. the horizontal cushion layer is poured by adopting a sectional acceptance and pouring mode, the elevation position is strictly controlled, the surface is ensured to be straight, the number of the gaskets for adjustment cannot exceed 2, and the thickness of the gaskets cannot exceed 0.5 cm.

c. Backfilling and tamping the excavated part by sand-sandwiched pebbles to ensure the stability of the panel foundation;

d. and setting a settlement joint with the depth not less than 80mm during the construction of the horizontal cushion layer, and filling the settlement joint with an asphalt wood board.

B. And (3) construction of the retaining wall body: erecting a rib column and a template of a retaining plate and binding a reinforcement cage on a horizontal cushion layer, wherein one side of the geogrid extends to the reinforcement cage, and pouring concrete into a unified whole, reserving a hole with the same diameter as that of an anchor cable on the rib column when a retaining wall body is poured, and requiring the reserved hole to be positioned between two geogrids and carrying out watering maintenance on the geogrids after pouring is finished.

C. Construction of the inverted filter layer: the filling height of the inverted filter layer and the pouring height of the retaining wall body are synchronously carried out.

a. Excavating a certain distance slightly larger than the thickness of the reverse filter layer after a steel reinforcement cage of the retaining wall body to ensure the smooth construction of the reverse filter layer;

b. a sealing bamboo plywood with the thickness of 1cm is placed behind a steel reinforcement cage of the retaining wall body to isolate the retaining wall body and the inverted filter layer, so that the inverted filter layer is prevented from being polluted by concrete when the retaining wall body is poured;

c. and after the retaining wall body is poured, removing the bamboo plywood, and hinging the retaining wall body and the inverted filter layer by using a rod-shaped hinged connecting piece.

D. And (3) construction of the prestressed anchor cable:

a. excavating the soil body after the inverted filter layer, drilling anchor holes on the mountain stable rock layer by using a drilling machine in a dry drilling mode, wherein the longitudinal and transverse errors of the anchor hole positions are required to be not more than +/-50 mm, the elevation error is required to be not more than +/-100 mm, the inclination angle is allowed to have an error position of +/-1.0 degrees, the azimuth error is allowed to have an error of +/-2.0 degrees, and the sufficient anchor hole depth is ensured;

b. after the anchor hole is fully cleaned, slowly placing an anchor cable body into the anchor hole through a guide head in a manual mode, calculating the length of the anchor cable in the hole to ensure the anchoring length, and injecting sufficient cement mortar into the anchor hole to anchor an anchor root;

c. tensioning the anchor cable body, compensating and tensioning, locking, filling gaps of the anchor backing plate and the anchorage device with cement paste, and finally sealing the anchor with a concrete end enclosure;

E. paving the reinforcement and the filler and compacting:

a. the reinforced body structures at all levels from bottom to top are repeatedly operated in sequence according to the sequence of laying the geogrids, then backfilling the fillers, compacting and laying the geogrids again;

b. and binding the pre-stressed anchor cable placed between the two geogrids with the geogrids by using self-locking nylon binding belts.

c. The use of frozen soil, expansive soil and bad soil with corrosive substances as backfill materials is forbidden, and the use of cohesive soil is forbidden; removing organic materials and domestic garbage in the seasoning; removing large particles and particles with sharp edges and corners in the filler as much as possible, and preventing the filler from damaging the geogrid, wherein the maximum particle size of the filler is required to be not more than 10cm, and the fine aggregate is less than 20%;

d. compacting the filler according to the principle that firstly, the filler is loosely paved and then rolled, firstly, the filler is light and then heavy, and firstly, the filler is arranged in the middle and then on the two sides; in the range of one meter from the wall panel, manual tamping is required; detecting the compactness and the water content of the filler in time to ensure that the filler is in the state of the optimal water content and the maximum dry density;

F. constructing a reinforced concrete bent cap; and (5) constructing a concrete sealing layer.

Secondly, constructing other abutment stages at all levels:

A. construction of a horizontal cushion layer: the horizontal cushion layer adopts a cast-in-place reinforced concrete strip foundation. And excavating a foundation trench at the top of the lowest stage of abutment and pouring a horizontal cushion layer, wherein the distance between the edge of the horizontal cushion layer and the wall surface of the retaining wall body is required to be not less than 1m, and other requirements are consistent with those of the lowest stage of abutment.

B. Construction of the fabricated concrete panel: the panel is prefabricated by a steel film and requires sufficient strength and rigidity.

a. The mortar joints of the panels on the same layer are required to be positioned on the same horizontal line, the panels are vertical to the horizontal cushion layer, the width of the mortar joints among the panels is not suitable to be too large, and when the width of the mortar joints is too large, the mortar joints are filled with asphalt wood boards;

b. setting settlement joints with the depth not less than 10mm at certain intervals on the face plate, and filling the settlement joints with asphalt wood plates.

C. Construction of the inverted filter layer: the filling height of the inverted filter layer and the lapping height of the panel are synchronously carried out. And excavating a certain distance slightly larger than the thickness of the reverse filtering layer behind the panel to ensure that the construction of the reverse filtering layer is smoothly carried out, and other requirements are consistent with those of the bridge abutment at the lowest stage.

D. Paving the reinforcement and the filler and compacting: in accordance with the requirements of the lowest stage abutment.

F. Constructing a reinforced concrete bent cap; and (5) constructing a concrete sealing layer.

Thirdly, constructing the top bridge abutment:

A. construction of a horizontal cushion layer: the horizontal cushion layer adopts a cast-in-place reinforced concrete strip foundation. And excavating foundation trenches at the tops of the other stages of abutments at all levels and pouring a horizontal cushion layer, wherein the distance between the edge of the horizontal cushion layer and the wall surface of the retaining wall body is required to be not less than 1m, and other requirements are consistent with those of the abutment at the lowest stage.

B. Construction of the bridge support: and (3) supporting the template and the binding reinforcement cage of the bridge support on the horizontal cushion layer, pouring concrete into a unified whole, and performing watering maintenance on the unified whole after pouring.

C. Construction of the inverted filter layer: and the filling height of the inverted filter layer is synchronous with the pouring height of the bridge support. And excavating a certain distance slightly larger than the thickness of the reverse filtering layer behind the bridge support to ensure that the construction of the reverse filtering layer is smoothly carried out, and other requirements are consistent with those of the bridge abutment at the lowest stage.

D. Paving the reinforcement and the filler and compacting: in accordance with the requirements of the lowest stage abutment.

F. And (5) constructing the reinforced concrete bent cap.

The utility model discloses a superelevation compound reinforced earth abutment and construction method thereof with prestressed anchorage cable combination, this structure is superelevation reinforced earth abutment, and to the top down has multistage abutment. Geogrids with equal intervals are laid on all stages of bridge abutments, a reverse filter layer formed by piling up geotextile lattices filled with broken stones and wrapped by geotextile is arranged on one side close to the face plate, reinforced concrete face plates are arranged outside the reverse filter layer, reinforced concrete horizontal cushion layers are arranged on the lower portions of the face plates of all stages of bridge abutments and embedded to a certain depth, and concrete cover beams are arranged on the upper portions of the face plates.

The structure is a composite reinforced earth abutment, and a prestressed anchor cable anchored into a mountain rock stratum is compounded with the lowest abutment, so that the overall stability and the anti-overturning capacity of an un-reinforced earth body and the whole reinforced body structure are greatly improved, and the constraint of the prestressed anchor cable on a retaining wall body can also effectively resist the bending moment of lateral earth pressure from backfill behind a wall on an abutment bottom panel; the top bridge abutment structure consists of a reinforced earth structure, a main beam, a bridge support and a guide way, wherein a guide way plate is arranged between the small bridge abutment and the bridge support, and an EPS foam plate is arranged behind the bridge support.

The present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims (6)

1. An ultrahigh composite reinforced earth bridge abutment combined with a prestressed anchor cable comprises a lowest bridge abutment (20), an uppermost bridge abutment (22) and other bridge abutments (21) of each stage, which lean against a mountain body (9), and is characterized in that the lowest bridge abutment (20), the uppermost bridge abutment (22) and the other bridge abutments (21) of each stage all comprise reinforced body structures, one end of each reinforced body structure depends on the mountain body, and each reinforced body structure comprises a plurality of geogrids (10) and wall rear fillers (11);

a reverse filtering layer (4) is arranged outside one side, away from a mountain body (9), of the geogrid (10) of the lowest abutment (20), a retaining wall body (7) is arranged outside the reverse filtering layer (4), a reinforced concrete cover beam (12) is arranged on the retaining wall body (7), and a reinforced concrete horizontal cushion layer (1) is arranged at the lower part of the retaining wall body and is embedded under the ground; the bridge abutment (20) at the lowest stage is further provided with a prestressed anchor cable, the prestressed anchor cable comprises an anchor cable body (5), an inner anchor head (6) and an anchor root (8), the anchor cable body (5) is tensioned between the inner anchor head (6) and the anchor root (8), the inner anchor head (6) is connected to a retaining wall body (7), and the anchor root (8) is anchored into a rock body of the mountain body (9) through an anchor hole formed in the mountain body (9);

the geogrid (10) of each other bridge abutment (21) is provided with an inverted filter layer (4) outside one side far away from the mountain body (9), the outer side of the inverted filter layer (4) is provided with an assembly type concrete panel (14), the assembly type concrete panel (14) is provided with a reinforced concrete cover beam (12), the lower part of the assembly type concrete panel is provided with a reinforced concrete horizontal cushion layer (1) and is embedded in the deep part of a wall rear filler (11) of the next bridge abutment of each other bridge abutment (21);

the outer side of one side, far away from a mountain body (9), of the geogrid (10) of the uppermost bridge abutment (22) is provided with a bridge support (16), an EPS foam plate (17) is arranged between the bridge support (16) and the geogrid (10), the top of the uppermost bridge abutment (22) is provided with a small bridge abutment (19), a large bridge girder (15) is lapped on the bridge support (16), and a guide plate (18) is arranged between the main girder of the bridge support (16) and the small bridge abutment (19).

2. The ultra-high composite reinforced earth abutment combined with the prestressed anchorage cable as claimed in claim 1, wherein: the reverse filtering layer (4) is formed by piling a plurality of geotechnical inserts (27) filled with non-graded broken stones (28), and geotechnical inserts (26) are wrapped outside the geotechnical inserts (27);

the inverted filter layer (4) is connected with a retaining wall body (7) or an assembled concrete panel (14) through a connecting piece (25); a concrete sealing layer (13) with a certain gradient is arranged at the top of the inverted filter layer (4); one end of the concrete sealing layer (13) is connected with the reinforced concrete bent cap (12), the other end of the concrete sealing layer is connected with the fabricated concrete panel (14) of the upper bridge abutment, and the connection position is positioned below the lowest drainage hole; the surface of the concrete sealing layer (13) is subjected to waterproof treatment.

3. The ultra-high composite reinforced earth abutment combined with the prestressed anchorage cable as claimed in claim 1, wherein: the retaining wall body (7) comprises rib columns (2) and retaining plates (3), holes are formed in the rib columns (2), and inner anchor heads (6) are arranged in the holes;

in the structure of the lowest stage bridge abutment (20), the geogrid (10) penetrates through the inverted filter layer to extend to the positions of the rib columns (2) and the retaining plates (3) and is poured into a unified integral structure.

4. The ultra-high composite reinforced earth abutment combined with the prestressed anchorage cable as claimed in claim 1, wherein: the anchor cable body (5) is obliquely arranged at an angle of 10-15 degrees in a downward mode, and the position of an anchor root (8) is lower than that of the inner anchor head (6).

5. The ultra-high composite reinforced earth abutment combined with the prestressed anchorage cable as claimed in claim 1, wherein: in the other abutment structures (21), the assembled concrete panel (14) is a block-type wall surface built by concrete precast blocks (23); the geogrid (10) penetrates through the inverted filter layer (4) and extends to a position between the upper concrete prefabricated block and the lower concrete prefabricated block (23), and the upper concrete prefabricated block, the lower concrete prefabricated block (23) and the geogrid (10) are connected into a whole by using the steel bar bolts (24).

6. The ultra-high composite reinforced earth abutment combined with the prestressed anchorage cable as claimed in claim 1, wherein: in the structure of the uppermost abutment (22), the geogrid (10) penetrates through the inverted filter layer (4) to extend to the bridge support (16) and is poured into a whole at one time.

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