CN116377957A - Rear dam-loading road structure of earth-rock dam and construction method thereof - Google Patents

Abstract

The invention discloses a rear earth-rock dam upper dam road structure and a construction method thereof, wherein the rear earth-rock dam upper dam road structure comprises an upper dam road, the upper dam road is arranged on a slope of an earth-rock dam, an outer slope surface is arranged on the outer side of the upper dam road, the slope ratio of the outer slope surface is 1:1.35-1:2, and the outer slope surface adopts a gradual change slope ratio so as to enable the outer slope surface to be in forward lap joint transition with the slope of the earth-rock dam. The dam-up road is constructed along with the rising of a dam body filling working surface of the earth-rock dam, the three-dimensional coordinates of the dam-up road are calculated, the measurement and the lofting are carried out, the dam-up road is filled layer by layer according to the elevation, the side slopes with two slope ratios are subjected to forward lap joint transition in three dimensions, the dam-up road does not occupy the cross section of the earth-rock dam structure, the appearance is attractive, the filling quantity of the dam-up road can be greatly reduced, the cost is reduced, the filling quantity of 8 ten thousand cubic meters can be reduced through estimation, and the investment is saved by about 600 ten thousand yuan.

Description

Rear dam-loading road structure of earth-rock dam and construction method thereof

Technical Field

The invention belongs to the technical field of water conservancy and hydropower engineering, and particularly relates to a rear dam-loading road structure of an earth-rock dam and a construction method thereof.

Background

According to incomplete statistics, the world earth-rock dams account for 82.9% of the total number of dams, while in China the number of earth-rock dams accounts for 93% of the total number of dams. All economic indexes show wide development prospect of the earth-rock dam, so that the earth-rock dam becomes the dam type with the fastest development. The dam-up road behind the dam is mainly limited by the terrain, and can not form high, medium and low roads on the left and right sides of the downstream side of the dam, and is laid behind the dam by means of the rising of the earth-rock dam body. If the same slope ratio is adopted for the road slope on the dam as that of the earth-rock dam, the filling amount of the stone is increased, the construction cost is increased, the economical efficiency is unreasonable, the construction period is prolonged due to the increase of the engineering amount, and the progress is restricted.

Disclosure of Invention

The invention aims to provide a road structure for a rear dam of an earth-rock dam and a construction method thereof, which are used for solving the problems in the prior art.

In order to achieve the above object, on the one hand, the present invention adopts the following technical scheme: the utility model provides a dam road structure behind earth-rock dam, includes the dam road that goes up, the dam road sets up on earth-rock dam's slope, and the outside of going up the dam road is equipped with outer domatic, the slope ratio of outer domatic is 1:1.35 ~ 1:2, and the outer domatic adopts gradually change slope ratio to make outer domatic and earth-rock dam's slope pass through the forward overlap joint transition.

As an optional implementation manner of the technical scheme, a plurality of layers of anti-packet geogrids are arranged in the earth-rock dam, the plurality of layers of anti-packet geogrids are arranged at intervals along the height direction of the earth-rock dam, and the anti-packet geogrids extend into an upper dam road.

As an optional implementation manner of the technical scheme, the earth-rock dam is provided with a core wall area, a filtering material area, a transition material area and a rock-fill material area, wherein the filtering material area is arranged outside the core wall area, the transition material area is arranged outside the filtering material area, the rock-fill material area is arranged outside the transition material area, and the turnup geogrid is arranged in the rock-fill material area.

As an optional implementation manner of the technical scheme, a plurality of layers of horizontal beams in the earth-rock dam are arranged in the earth-rock dam, and the plurality of layers of horizontal beams in the earth-rock dam are arranged at intervals along the height direction of the earth-rock dam.

As an optional implementation manner of the technical scheme, a slope sloping is arranged on the slope of the earth-rock dam and is connected with the horizontal beams in each dam.

As an optional implementation manner of the technical scheme, a concrete pier is arranged between the slope sloping and the horizontal beam in the dam, a first inclined plane and a second inclined plane are arranged at the top of the concrete pier, the first inclined plane is parallel to the length direction of the slope sloping, and the second inclined plane is perpendicular to the length direction of the slope sloping.

As an optional implementation manner of the technical scheme, the anchor tendons of the dam-up road are respectively connected with the horizontal beam and the slope inclined beam in the dam to form an anti-seismic framework.

As an optional implementation manner of the technical scheme, the horizontal beam and the slope inclined beam in the dam are made of reinforced concrete.

As an optional implementation manner of the technical scheme, a slurry masonry slope protection is arranged at the upper part of a slope of the earth-rock dam, and a dry masonry slope protection is arranged at the middle lower part of the slope.

As an optional implementation manner of the technical scheme, the slope ratio of the earth-rock dam is 1:2.

On the other hand, the invention adopts the following technical scheme: a construction method of a road structure on which a dam is arranged behind an earth-rock dam comprises the following steps:

step A, performing dam construction of the earth-rock dam according to the requirements of an implementation drawing and rolling filling parameters;

step B, adding a plurality of layers of reverse-wrapping type geogrids at the middle upper part of a dam body, wherein the reverse-wrapping type geogrids are paved synchronously with the filling of the dam body, 1 layer of reverse-wrapping type geogrids are paved on each 2 filling layers of the dam body, before the reverse-wrapping type geogrids are paved, the reverse-wrapping type geogrids are paved after the earth-rock dam is compacted by rolling, the former layer of reverse-wrapping type geogrids are temporarily not filled and covered at a certain position away from a designed slope line in the horizontal direction, and after the latter layer of reverse-wrapping type geogrids extend to the former layer of reverse-wrapping type geogrids and are lapped with the former layer of reverse-wrapping type geogrids, filling construction is carried out at a lap joint after lapping is finished;

step C, burying a plurality of layers of inner horizontal beams in the dam body, wherein the inner horizontal beams avoid the reverse-wrapped geogrid laying layer, the horizontal arrangement range is the area between the outer edge of the reverse filtering material area and the slope of the dam body, and the construction process comprises the steps of prefabricating the inner horizontal beams with equal strength, leveling the dam surface, locally manually leveling, measuring and paying off, hoisting and placing the inner horizontal beams, connecting the inner horizontal beams and carrying out anti-corrosion treatment;

Step D, laying slope inclined beams, wherein the construction process comprises measuring paying-off, slope leveling, slope inclined beam foundation excavation, slope inclined beam foundation acceptance, steel bar installation, slope inclined beam concrete pouring, maintenance and slope inclined beam inner dry (slurry) masonry laying;

e, connecting the horizontal beam in the dam with the slope sloping, wherein the construction process comprises digging a foundation of the horizontal beam in the dam, overlapping and extending the reinforcing steel bar bundles to the construction range of the slope sloping, welding the reinforcing steel bars in the construction range, pouring concrete for maintaining the slope sloping, filling broken stone into grooves, filling and compacting;

and F, constructing an outer slope of the upper dam road, namely building the upper dam road along with the rising of a dam body filling working surface, calculating the three-dimensional coordinates of the upper dam road, measuring and setting out, filling the upper dam road layer by layer according to the elevation, wherein the filling material of the upper dam road is the same as that of the dam body filling material, the anchor tendons of the upper dam road are respectively connected with a horizontal beam and a slope inclined beam in the dam so as to form an anti-seismic framework, and the slope ratio of the outer slope is gradually changed from 1:1.35 to 1:2, so that the slope of the outer slope and the slope of the earth-rock dam are in forward lap joint transition.

And G, leveling the inflection point position where the dam-up road meets the dam body, and leveling Cheng Shunpo the outer slope surface and the slope by using the serositic stone slope protection and the dry stone slope protection.

As an optional implementation manner of the foregoing technical solution, in step B, the construction process of the turnup geogrid includes: the method comprises the steps of rolling rock piles by using an advance-retreat offset method, reserving a range with a designed slope line distance of 2.5m for the second layer of rock piles during filling, passing rolling, filling the second layer of rock piles according to the same filling process, repairing slopes once every two layers of rock piles after passing rolling, and digging out the rolling uncompacted rock piles in a range of 0.5m, namely reserving a 3.0m area, providing a working surface paved by a geogrid in a range of 3.0m from the end part of a dam surface, and adopting an oblique overlapping mode of an upper geogrid and an adjacent lower geogrid so as to meet the control requirement of double combination of the laminated solid quality of the dam material and the reverse wrapping of the geogrid.

As an optional implementation manner of the foregoing technical solution, in step C, a construction process of the horizontal beam in the dam includes: three layers of horizontal beams in the dam are arranged at the middle upper part of the earth-rock dam, namely a horizontal beam I in the dam, a horizontal beam II in the dam and a horizontal beam Liang in the dam, and the horizontal beams in each layer of the dam are separated by 6m; firstly, pouring a plain concrete working platform with the thickness of 20cm, and pouring a horizontal beam in a prefabricated dam on the working platform; the outer side of the template is provided with a scaffold steel pipe as a back pipe, the inward-pulling steel bars penetrate through the steel pipes at phi 8 and are welded and fixed with the steel pipes at the outer side of the template, the distance is 1.0m, the templates at the two ends are reserved with lap joint steel bar holes, the side edges of the template are reinforced by the steel pipes, the strength and the rigidity of the template are increased, and the local deformation is prevented from affecting the appearance quality; hoisting and placing a horizontal beam in a dam, and measuring the height of the height after filling of a placing platform is completed; conveying the horizontal beam in the dam to the dam face by the crane and the truck, and directly unloading the horizontal beam to the working face; the backhoe levels the field, and then is placed after manual leveling; wherein the horizontal beam III in the dam is arranged at the top against the outer side of the dam slope and is perpendicular to the axial direction of the dam; the horizontal beam II in the dam is a connecting beam at the crossing part of the horizontal beam in the dam, the connecting beam is arranged in parallel with the axial direction of the dam, and the precast beams at the other parts are all horizontal beams I in the dam; the horizontal beams in each layer of dam are laid in the working hours, the laying elevation is arranged from the outside to the inside of the dam slope to 70cm, and the distance between the beams in the direction perpendicular to the axis of the dam is controlled within 30cm so as to ensure that the distance between the beam ends and the outer boundary of the filtering material is not less than 100cm; the horizontal beam in the dam is adjusted according to the actual conditions of the boundaries of the bank slopes on two sides, and the distance between the beam end and the bank slope is not smaller than 4m during adjustment; adopting a back shovel or a bulldozer to trim the parts exceeding 20cm, and adopting manual trimming to the parts below 20 cm; measuring and beginning to put the horizontal beam in the prefabricated dam to put the axis after finishing, laying fine materials to be used as a cushion layer at the position where the horizontal beam in the dam is put after finishing line putting, then matching with a crane for manual laying, measuring and checking again after finishing laying, and manually adjusting locally to ensure that the position where the horizontal beam in the dam is put meets the design requirement and the phenomenon that the horizontal beam in the dam cannot be overhead is required; flexible connection of horizontal beams in the dam; the steel wire rope clamps are adopted to connect the steel wire ropes in a single strand manner to form dead buckles, and the exposed steel bars are painted with liquid asphalt paint for corrosion prevention.

As an optional implementation manner of the foregoing technical solution, in step D, a construction process of the slope sloping includes: measuring paying-off, slope leveling, slope sloping roof foundation excavation, slope sloping roof foundation acceptance, concrete pouring and dry (slurry) masonry paving; slope trimming is carried out according to the distribution elevation of the slope sloping beams in steps, and slope trimming is carried out according to six steps, wherein each step is 3m wide; the slope leveling is carried out in two stages of initial leveling and fine leveling; the rough level adopts a backhoe to be matched with the human body; manually removing the upper surface layer marble and the serious superfilling part according to the design slope line of the measurement lofting, and trimming the backhoe from the lower part; the part with serious partial underfill is leveled by feeding materials from the nearest operation platform through a chute, and the leveling standard is controlled to be +/-30 cm; the leveling is carried out after the pouring of the slope sloping is finished, the leveling work is carried out according to blocks, the leveling is mainly carried out manually, the steel tape is used for controlling, and the error is not more than 10cm; conveying the slope leveling waste slag to a road surface loading vehicle through a chute to a region to be filled; the foundation trench is excavated by adopting a mode of manually assisting a small excavator, and the design requirement is strictly met; the steps are the basic surface of the slope sloping, after rough leveling is finished, artificial leveling is performed firstly, the error is within +10cm, the super-digging part is backfilled with mortar, and then concrete pouring is performed; the method comprises the steps of processing templates, conveying the templates to the site for assembly by adopting a special-shaped wood die processed in a processing field, taking scaffold steel pipes as back pipes on the outer sides of the templates, enabling internal-pulling steel bars to penetrate through and be welded and fixed with the steel pipes on the outer sides of the templates by adopting phi 8 steel bars, reserving lap joint steel bar holes at the intervals of 1.0m, reinforcing the side edges of the templates by adopting steel pipes, and improving the strength and rigidity of the templates to prevent local deformation from affecting the appearance quality.

The beneficial effects of the invention are as follows:

the invention provides a road structure for a rear dam of an earth-rock dam and a construction method thereof, wherein the slope ratio of an outer slope surface is 1:1.35-1:2, and the outer slope surface adopts a gradual change slope ratio so as to enable the slope of the outer slope surface and the slope of the earth-rock dam to pass through forward lap joint transition. The dam-up road is constructed along with the rising of a dam body filling working surface of the earth-rock dam, the three-dimensional coordinates of the dam-up road are calculated, the measurement and the lofting are carried out, the dam-up road is filled layer by layer according to the elevation, the side slopes with two slope ratios are subjected to forward lap joint transition in three dimensions, the dam-up road does not occupy the cross section of the earth-rock dam structure, the appearance is attractive, the filling quantity of the dam-up road can be greatly reduced, the cost is reduced, the filling quantity of 8 ten thousand cubic meters can be reduced through estimation, and the investment is saved by about 600 ten thousand yuan.

Drawings

FIG. 1 is a schematic sectional view of an earth-rock dam;

FIG. 2 is a schematic plan view of a earth-rock dam;

FIG. 3 is a schematic plan view of an overfill section of an upper dam road;

FIG. 4 is a schematic diagram of a three-dimensional conversion relationship of an upper dam road slope;

FIG. 5 is a schematic view of a horizontal beam plan layout in a dam;

FIG. 6 is a schematic view of a sloping roof beam arrangement upstream of an earth-rock dam;

FIG. 7 is a schematic view of a sloping surface sloping beam arrangement downstream of an earth-rock dam;

FIG. 8 is a schematic diagram of slope ratio adjustment of an outer slope of an upper dam road to a slope of an earth-rock dam;

FIG. 9 is a schematic diagram of another positional relationship of the outer slope of an upper dam road to the slope of an earth-rock dam for slope ratio adjustment;

FIG. 10 is a layout of a turnup geogrid;

fig. 11 is a layout view of a conventional geogrid.

In the figure: 1. a core wall area; 2. a filter material area; 3. a transition material zone; 4. a stone stacking area; 5. a dam-up road; 6. slope sloping; 7. slope protection by dry masonry; 8. stone masonry slope protection; 9. the position of the slope toe of the dam-up road; 10. a dam axis; 11. a horizontal beam in the dam; 12. a reverse-wrap geogrid; 13. and (5) concrete piers.

Detailed Description

Examples

As shown in fig. 1-11, the present embodiment provides a dam-on-dam road structure behind an earth-rock dam, which includes a dam-on-road 5, the dam-on-road 5 is disposed on a slope of the earth-rock dam, an outer slope surface is disposed on an outer side of the dam-on-road 5, a slope ratio of the outer slope surface is 1:1.35-1:2, and the outer slope surface adopts a gradual change slope ratio, so that the outer slope surface and the slope of the earth-rock dam are transited through forward overlap joint. The slope upper portion of earth-rock dam is equipped with thick liquid stone bank protection 8, and the lower part is equipped with dry stone bank protection 7 in the slope.

The width of the dam-up road 5 in the direction perpendicular to the dam axis 10 is 8.08m, and the width of the dam-up road in the direction perpendicular to the road axis is 8.00m. The dam-up road 5 is built along with the rising of the dam body filling working surface of the earth-rock dam, the three-dimensional coordinates of the dam-up road 5 are calculated, the measurement and lofting are carried out, and the dam is filled layer by layer according to the elevation. The slope ratio of the slope of the earth-rock dam is 1:2, the slope ratio of the outer slope surface of the laid upper dam road 5 is 1:1.35 (the slope ratio of the outer side of the road is 1:1.35 in the direction vertical to the dam axis 10 and is 1:1.33 in the direction vertical to the road axis), the slopes with the two slope ratios are in forward lap joint transition in three dimensions, the upper dam road 5 does not occupy the cross section of the earth-rock dam structure and ensures attractive appearance, the filling amount of the upper dam road 5 can be greatly reduced, the cost is reduced, the filling amount of 8 ten thousand cubic meters can be reduced through estimation, and the investment is saved by about 600 ten thousand yuan.

In this embodiment, the earth-rock dam is provided with a core wall area 1, a filtering material area 2, a transition material area 3 and a stone stacking area 4, wherein the filtering material area 2 is arranged outside the core wall area 1, the transition material area 3 is arranged outside the filtering material area 2, the stone stacking area 4 is arranged outside the transition material area 3, and the turnup geogrid 12 is arranged in the stone stacking area 4.

The soil and stone dam is internally provided with a plurality of layers of reverse-wrapping type geogrids 12, and a plurality of layers of reverse-wrapping type geogrids 12 are arranged at intervals along the height direction of the soil and stone dam. The soil-rock dam is internally provided with a plurality of layers of horizontal beams 11 in the dam, and the layers of horizontal beams 11 in the dam are arranged at intervals along the height direction of the soil-rock dam. The slope of the earth-rock dam is provided with a slope sloping beam 6, the slope sloping beam 6 is connected with each horizontal beam 11 in the dam, and the horizontal beams 11 and the slope sloping beam 6 in the dam are made of reinforced concrete. The concrete pier 13 is arranged between the slope inclined beam 6 and the horizontal beam 11 in the dam, a first inclined plane and a second inclined plane are arranged at the top of the concrete pier 13, the first inclined plane is parallel to the length direction of the slope inclined beam 6, and the second inclined plane is perpendicular to the length direction of the slope inclined beam 6. Preferably, the anchor tendons of the upper dam road 5 are respectively connected with the horizontal beam 11 and the slope inclined beam 6 in the dam to form an anti-seismic framework, so that the combination stability of the upper dam road 5 and the earth-rock dam is enhanced.

As shown in fig. 1, which shows a view from the road origin 0+000 stake marks toward the left bank of the dam in the direction of the dam axis 10; the dotted line is a line that cannot be represented on the pile cross-section; as the slope moves to the left bank of the dam along with the increment of the road pile number, the position of each layer of elevation at a certain pile number is changed, and only the typical elevation of one layer of elevation of 5m is annotated.

As shown in fig. 3, a typical projection of a certain layer of horizontal plane is shown, and the inflection point position moves leftwards along with Gao Chengshang liters; the shadow part is the superfilling horizontal projection of the elevation layer; the slope transition section from the slope 1:1.35 of the upper dam road 5 to the slope 1:2 of the dam slope is arranged below the shadow part, the slope ratio of the slope at the outer side of the road is 1:1.35 in the direction vertical to the dam axis 10, and is 1:1.33 in the direction vertical to the road axis; the width of the upper dam road 5 perpendicular to the dam axis 10 is 8.08m, and the width of the upper dam road perpendicular to the road axis is 8.00m.

As shown in fig. 4, the number in the figure is 1 unit of measurement length and represents the conversion relation between the side lengths; plane α is a horizontal projection plane, plane β is a section perpendicular to the axial direction of the upper dam road 5, and plane γ is a section perpendicular to the axial direction 10 of the dam.

As shown in fig. 8 and 9, the typical position relation between the slope sloping beam 6 and the slope is shown, and the slope design gradient of the slope sloping beam 6 and the slope approaching to the slope is 1:2; the slope of the dam-up road 5 is a slope change of 1:1.35-1:2, and the slope toe position below 9 of the dam-up road is a permanent dam slope of 1:2 of the earth-rock dam; type a typical diagram in fig. 8 shows: the slope line is lower than the top surface line of the slope sloping beam 6, the external dimension of the horizontal beam is adjusted to be a shadow part, the longitudinal steel bar is unchanged, the stirrup dimension is changed along with the external dimension after adjustment, and the thickness of the steel bar protection layer is unchanged; type B typical diagram in fig. 9 shows: the slope line is higher than the top surface line of the slope sloping beam 6, the external dimension of the slope sloping beam 6 is adjusted to be a shadow part, the reinforced structure is arranged according to the requirement in the figure, and the thickness of the reinforced protection layer of the slope sloping beam 6 close to the slope side is increased; during the measurement paying off, the slope sloping beam 6 is firstly lofted according to the mode of the right bank slope, a constructor finishes the erection of a template after binding the reinforcing steel bars, and a measurer lofts the formed slope lines on the upper part and the lower part of the slope sloping beam 6 and fits the lofted lines. And the constructors adjust the external dimensions of the templates and the steel bars according to the tightening wires so as to meet the requirements of typical diagrams.

As shown in fig. 10, an improved reverse-wrap type geogrid 12 is additionally arranged at the middle upper part of a dam body, the plane positions are a dam transition area and a rock-fill area (2 area range of a non-embedded reverse filter material area), the geogrid is laid synchronously with the filling of the dam body, 1 geogrid is laid on each 2 filling layers, before the geogrid is laid, the geogrid can be laid after the earth-rock dam is compacted by rolling, the geogrid is not filled and covered at a position 3m away from a design slope line in the horizontal direction, the geogrid is extended to the front geogrid and is lapped with the front geogrid, the lapping width is 3m, the lapping position is firmly bonded, the longitudinal and transverse lapping widths of the geogrid are not less than 15cm, and generally, a binding point is arranged every 10 cm to 15cm, and at least two binding points are stressed in the stress direction. The overlapping points are bound firmly by polypropylene tapes one by one in sequence along the direction vertical to the axis 10 of the dam, and the binding points are arranged according to the 'plum blossom shape'. When the multi-layer paving is carried out, the lap joint of the upper layer and the lower layer is arranged in a staggered way. And filling construction is carried out at the lap joint after the lap joint experience is collected. The geogrid 8 should be covered in time after being laid, and is generally not more than 2 days.

As shown in fig. 11, the conventional reverse-wrapping laying head wrapping treatment method is as follows: and the back hoe is used for repairing the slope once every two meters, and after finishing repairing the slope, the reserved geogrid is turned upwards, and the horizontal lap joint length of the reserved section is 3m. Compared with the traditional reverse-wrapping type paving mode, the improved reverse-wrapping type paving mode of each layer can effectively reduce damage of slope superfilling and mechanical slope repairing to the reverse-wrapping position of the geogrid.

The technical indexes of the geogrid material are mainly as follows: the geogrid should be a bi-directional tensile geogrid. The side length of the mesh in each grid is preferably controlled to be 120-160 mm, the width is about 5m, and the length of the coil is 30-50 m. The longitudinal (main tension direction) ultimate tensile strength of the geogrid is not less than 100KN per linear meter of longitudinal tensile yield force; when the longitudinal elongation of the geogrid is 2%, the tensile strength of the geogrid is not less than 40KN per linear meter; the transverse ultimate tensile strength of the geogrid is not less than 50KN per linear meter; when the transverse elongation of the geogrid is 2%, the tensile strength of the geogrid is not less than 30KN; the tensile strength of the single geogrid is more than or equal to 200MPa. Material elongation: the transverse and longitudinal yield elongation of the geogrid is less than or equal to 8 percent; fracture resistance and impact resistance: the geogrid is buried in a hard rock-fill body with higher strength, the material is required to have higher fracture resistance and impact resistance, the geogrid cannot break under the impact action of the impact of the rock-fill and a rolling machine, and the original strength and the original extensibility are maintained. The integrity requirement is as follows: geogrids are required to have a certain strength and resistance to deformation in both the longitudinal and transverse directions. After being stressed in two directions, the steel plate should not fall off or deform greatly. In particular, the grid ensures stronger integrity and certain tensile strength under various stress conditions, and the transverse connection of the geogrid is in bidirectional connection. Durability requirements: the ultraviolet resistance, chemical stability, biological stability and the like should meet the requirements of relevant regulation specifications. In order to enhance the embedded locking of the grid to the backfill and improve the creep resistance of the dam body, the limit tensile strength of a single grid rib belt is higher, and the larger aperture of the grid in the longitudinal and transverse directions is ensured.

Considering the normal operation requirement of filling roads in the core wall area 1, the geogrid laying in the upstream and downstream rockfill areas is divided into a left area and a right area for laying. The geogrid is paved after the rolling construction of the last filling layer, the paving surface is compacted and leveled, hard protrusions and sharp objects cannot exist, and the paving surface is ensured to be fine materials and large-block-diameter materials cannot exist. The geogrid should be laid flat and straightened, cannot have wrinkles, be tensioned as much as possible, and then be fixed by inserting nails, cannot be overlapped and cannot be curled and kinked. The geogrid should be laid so that the main stress direction is orthogonal to the dam axis 10, and the transverse direction is parallel to the dam axis 10, and the length meets the requirements. The connection work should be carried out by a skilled person.

The laying of the geogrid is synchronous with the filling of the dam body, and before the geogrid is laid, geogrid materials (the maximum fluctuation difference is required to be smaller than 10cm in the range of 2m of the longitudinal and transverse directions of the crushed rock face) can be laid after the rock piles of the dam body are subjected to static grinding and compaction, so that the upper rock piles are filled.

Collecting, spreading and compacting the dam shell material of the earth-rock dam, wherein the maximum block diameter of the blocks in the dam material is preferably not more than 2/3 of the layering thickness. When the geogrid is paved, firstly, filling materials are paved at two ends, the geogrid is fixed, and then the geogrid is pushed to the middle part. When rolling, the pressing wheel can not be directly contacted with the geogrid when rolling, and the geogrid is rolled comprehensively after the pressing wheel is lightly pressed.

As shown in fig. 3 and 4, three layers of in-dam horizontal beams 11 are placed at the middle upper part of the earth-rock dam, each layer being separated by 6m. The prefabricated site of the horizontal beam 11 in the dam is arranged on the top platform of the upstream ballast I area. In order to facilitate the preparation and installation of the templates and the reinforcing steel bars of the horizontal beams 11 in the prefabricated dam and the concrete pouring and the disassembly of the templates, a plain concrete working platform with the thickness of 20cm is poured firstly, and the pouring of the horizontal beams 11 in the prefabricated dam is carried out on the working platform. The scaffold steel pipe is used as the back pipe outside the template, the inward-pulling steel bars penetrate through the phi 8 steel bars and are welded and fixed with the steel pipe outside the template, the distance is 1.0m, the templates at the two ends are reserved with lap joint steel bar holes, the sides of the template are reinforced by the steel pipe, and the strength and the rigidity of the template are increased to prevent local deformation from affecting the appearance quality.

As shown in fig. 5, the horizontal beam 11 in the dam is hoisted and placed, and after the placement platform is filled, the height of the height is measured. The horizontal beam 11 in the dam is transported to the face by the crane and the truck and is directly discharged to the working face. The backhoe levels the field, and then is placed after artificial leveling. Wherein the in-dam level Liang is only arranged on the outer side of the top leaning against the dam slope and is arranged in the direction perpendicular to the dam axis 10; the horizontal beam II in the dam is a connecting beam at the crossing part of the horizontal beam 11 in the dam, is arranged in parallel to the direction of the dam axis 10, and the precast beams at the other parts are precast beams I. The working hours of the anti-seismic girder paving facilities of each layer are arranged from the outside to the inside of a dam slope at the paving elevation of 70cm, and the distance between girders in the direction perpendicular to the axis 10 of the dam is controlled within 30cm so as to ensure that the distance between the girder ends and the outer boundary of the filtering material is not less than 100cm. The horizontal beam 11 in the dam can be adjusted according to the practical situation of the boundary of the bank slopes on both sides, and the distance between the beam end and the bank slope is not less than 4m during adjustment. And (3) flattening the part exceeding 20cm by using a back hoe or a bulldozer, and manually trimming the part below 20 cm. After finishing, measuring and placing the placing axis of the horizontal beam 11 in the prefabricated dam, laying fine materials for the placing position of the horizontal beam 11 in the dam after finishing line placing, then manually placing the horizontal beam 11 in the dam by a crane, measuring and checking again after finishing placing, manually adjusting locally, so that the placing position of the horizontal beam 11 in the dam meets the design requirement, and the phenomenon that the horizontal beam 11 in the dam cannot be overhead is required.

Flexible connection of horizontal beams 11 in the dam. A plain galvanized round strand wire rope (6.37+FC) with the nominal diameter of 12mm is adopted, 4 rings of wire rope clamps with 8 strands and 22 strands are adopted to connect the single strands of the wire rope, a dead buckle is formed, and liquid asphalt paint is adopted to paint exposed steel bars for corrosion prevention.

As shown in fig. 6 and 7, the construction sequence of the slope sloping 6 is as follows: measuring and paying off, leveling the slope, excavating the foundation of the slope inclined beam 6, checking and accepting the foundation of the slope inclined beam 6, pouring concrete, and paving dry (slurry) masonry. And (3) measuring and setting out according to the designed slope line, measuring and setting out the dam slope, wherein the measuring and setting out adopts steel bar piles with 5 mm intervals, and the design elevation is controlled by pulling wires between the piles. And (3) carrying out encryption measurement on the positions of the variable slope points, accurately finding out the positions of the folding points, and driving steel piles with special marks, and checking the folding point piles manually by adopting a stay wire mode after the lofting of a plurality of folding points is completed, so that all the variable slope points are ensured to be on the same straight line, and the integral attractive requirement is met.

Because the slope sloping beam 6 is an embedded dam body, a small excavator is required to dig out a foundation. The minimum working width of the excavator is 3m, the slope is repaired according to the steps of the distribution elevation of the slope sloping beams 6, the slope is repaired according to six steps, and the working platform of each step is 3m wide. The slope leveling is carried out in two stages of initial leveling and fine leveling. The rough level adopts a backhoe to be matched with the human body. Manually removing the upper surface layer marble and the serious superfilling part according to the design slope line of the measurement lofting, and trimming the backhoe from the lower part; and (3) leveling the part with serious partial underfill by feeding the part from the nearest operation platform through a chute, wherein the leveling standard is controlled to be +/-30 cm. The leveling is carried out after pouring of the slope inclined beam 6 is finished, leveling work is carried out according to blocks, manual leveling is mainly adopted, manual steel tape control is adopted, and the error is not more than 10cm. The slope leveling waste slag is sent to a road surface loading vehicle through a chute to be transported to a region to be filled. The foundation trench adopts the mode of manual auxiliary mini excavator, excavates according to the design requirement strictly. The steps are the basic surface of the slope sloping beam 6, after rough leveling is finished, artificial leveling is performed firstly, the error is within +10cm, the super-digging part is backfilled with mortar, and then concrete pouring is performed.

The method comprises the steps of processing templates, conveying the templates to the site for assembly by adopting a special-shaped wood die processed in a processing field, taking scaffold steel pipes as back pipes on the outer sides of the templates, enabling internal-pulling steel bars to penetrate through and be welded and fixed with the steel pipes on the outer sides of the templates by adopting phi 8 steel bars, reserving lap joint steel bar holes at the intervals of 1.0m, reinforcing the side edges of the templates by adopting steel pipes, and improving the strength and rigidity of the templates to prevent local deformation from affecting the appearance quality.

The embodiment also provides a construction method of the road structure of the earth-rock dam on the rear dam, which comprises the following steps:

and step A, constructing according to the requirements of an implementation drawing and rolling filling parameters approved by all parties of the rolling test construction.

And B, adding a plurality of layers of reverse-package geogrids 12 on the middle upper part of the dam body, wherein the reverse-package geogrids 12 are paved synchronously with the filling of the dam body.

The existing geogrid reverse wrapping process technology adopts a reverse wrapping process that the end part of the geogrid positioned at the lower side, which is close to the dam face of the earth-rock dam, wraps the dam material upwards along the slope face of the earth-rock dam and is lapped with the geogrid at the upper side adjacent to the geogrid, and a plurality of problems occur in practice; if slope rolling is adopted, slope rolling equipment is easy to damage accumulated geogrid rolls; when the slope surface sloping beam 6 is subjected to grooving construction, the geogrid of the reverse bag is easy to dig, and the expected reverse bag effect cannot be achieved.

The invention adopts an improved reverse-wrapping technology of a reverse-wrapping geogrid 12, which is an improvement of the prior geogrid reverse-wrapping technology, and comprises the following specific processes: the method comprises the steps of rolling rock piles by using an advance-retreat offset method, reserving a range with a designed slope line distance of 2.5m for the second layer of rock piles during filling, passing rolling, filling the second layer of rock piles according to the same filling process, repairing slopes once every two layers of rock piles after passing rolling, and digging out the rolling uncompacted rock piles in a range of 0.5m, namely reserving a 3.0m area, providing a working surface paved by a geogrid in a range of 3.0m from the end part of a dam surface, and adopting an oblique overlapping mode of an upper geogrid and an adjacent lower geogrid so as to meet the control requirement of double combination of the laminated solid quality of the dam material and the reverse wrapping of the geogrid. The geogrid extends to the upper dam road 5, and the combination stability of the upper dam road 5 and a dam slope is increased.

And C, burying a plurality of layers of horizontal beams 11 in the dam body, wherein the horizontal beams 11 in the dam body avoid the layer paved by the reverse-wrapped geogrid 12, the horizontal arrangement range is the area between the outer side edge of the reverse filtering material area 2 and the slope of the dam body, and the construction sequence sequentially comprises the steps of prefabricating the horizontal beams 11 in the dam body, leveling the dam surface, locally manually leveling, measuring and paying off, hoisting and placing the horizontal beams 11 in the dam body, connecting the horizontal beams 11 in the dam body and carrying out anti-corrosion treatment. The method specifically comprises the following steps: three layers of horizontal beams 11 in the dam are arranged at the middle upper part of the earth-rock dam, namely a horizontal beam I in the dam, a horizontal beam II in the dam and a horizontal beam Liang in the dam, and each layer of horizontal beams 11 in the dam are separated by 6m; firstly, pouring a plain concrete working platform with the thickness of 20cm, and pouring a horizontal beam 11 in a prefabricated dam on the working platform; the outer side of the template is provided with a scaffold steel pipe as a back pipe, the inward-pulling steel bars penetrate through the steel pipes at phi 8 and are welded and fixed with the steel pipes at the outer side of the template, the distance is 1.0m, the templates at the two ends are reserved with lap joint steel bar holes, the side edges of the template are reinforced by the steel pipes, the strength and the rigidity of the template are increased, and the local deformation is prevented from affecting the appearance quality; hoisting and placing the horizontal beams 11 in the dam, and measuring the height of the height after the filling of the placing platform is completed; conveying the horizontal beam 11 in the dam to the dam face by the crane and the truck, and directly unloading to the working face; the backhoe levels the field, and then is placed after manual leveling; wherein the horizontal beam III in the dam is arranged at the top against the outer side of the dam slope and is arranged perpendicular to the direction of the dam axis 10; the horizontal beam II in the dam is a connecting beam at the crossing part of the horizontal beam 11 in the dam, is arranged in parallel to the direction of the axis 10 of the dam, and the precast beams at the other parts are horizontal beams I in the dam; when the horizontal beams 11 in each layer of dam are paved, the horizontal beams are arranged from the inner side of the dam slope to the 70cm from the outside to the inside at the paving elevation, and the distance between the beams in the direction vertical to the axis 10 of the dam is controlled within 30cm so as to ensure that the distance between the beam ends and the outer boundary of the filtering material is not less than 100cm; the horizontal beam 11 in the dam is adjusted according to the actual conditions of the boundaries of the bank slopes on the two sides, and the distance between the beam ends and the bank slopes is not smaller than 4m during adjustment; adopting a back shovel or a bulldozer to trim the parts exceeding 20cm, and adopting manual trimming to the parts below 20 cm; measuring and beginning to put the horizontal beam 11 in the prefabricated dam to put the axis after finishing, laying fine materials as a cushion layer on the placing position of the horizontal beam 11 in the dam after finishing line putting, then matching with a crane for manual placing, measuring and checking again after finishing placing, manually adjusting locally, so that the placing position of the horizontal beam 11 in the dam meets the design requirement, and the phenomenon that the horizontal beam 11 in the dam cannot be overhead is required; flexible connection of horizontal beams 11 in the dam; the steel wire rope clamps are adopted to connect the steel wire ropes in a single strand manner to form dead buckles, and the exposed steel bars are painted with liquid asphalt paint for corrosion prevention.

And D, laying slope inclined beams 6, wherein the construction sequence comprises measuring paying-off, slope leveling, slope inclined beam 6 foundation excavation, slope inclined beam 6 foundation acceptance, steel bar installation, slope inclined beam 6 concrete pouring and maintenance, and slope inclined beam 6 internal dry (slurry) masonry paving. The method specifically comprises the following steps: measuring and paying off, leveling the slope, excavating the foundation of the slope inclined beam 6, checking and accepting the foundation of the slope inclined beam 6, pouring concrete, and paving dry (slurry) masonry; slope trimming is carried out according to the distribution elevation steps of the slope sloping beams 6, the slope trimming is carried out according to six steps, and the width of each step operation platform is 3m; the slope leveling is carried out in two stages of initial leveling and fine leveling; the rough level adopts a backhoe to be matched with the human body; manually removing the upper surface layer marble and the serious superfilling part according to the design slope line of the measurement lofting, and trimming the backhoe from the lower part; the part with serious partial underfill is leveled by feeding materials from the nearest operation platform through a chute, and the leveling standard is controlled to be +/-30 cm; the leveling is carried out after the pouring of the slope inclined beam 6 is finished, the leveling work is carried out according to blocks, the leveling is mainly carried out manually, the steel tape is used for controlling, and the error is not more than 10cm; conveying the slope leveling waste slag to a road surface loading vehicle through a chute to a region to be filled; the foundation trench is excavated by adopting a mode of manually assisting a small excavator, and the design requirement is strictly met; the steps are the basic surface of the slope sloping beam 6, after rough leveling is finished, artificial leveling is performed firstly, the error is within +10cm, the super-digging part is backfilled with mortar, and then concrete pouring is performed; the method comprises the steps of processing templates, conveying the templates to the site for assembly by adopting a special-shaped wood die processed in a processing field, taking scaffold steel pipes as back pipes on the outer sides of the templates, enabling internal-pulling steel bars to penetrate through and be welded and fixed with the steel pipes on the outer sides of the templates by adopting phi 8 steel bars, reserving lap joint steel bar holes at the intervals of 1.0m, reinforcing the side edges of the templates by adopting steel pipes, and improving the strength and rigidity of the templates to prevent local deformation from affecting the appearance quality.

And E, connecting the horizontal beam 11 in the dam with the slope inclined beam 6, and sequentially digging out the foundation of the horizontal beam 11 in the dam by manually matching with a small excavator, overlapping and extending the reinforcing steel bar bundles to the construction range of the slope inclined beam 6, welding the reinforcing steel bars in the construction range, performing concrete pouring maintenance on the slope inclined beam 6, filling broken stone into a groove, and compacting by small tamping equipment. Because the slope sloping beam 6 is an embedded dam body, a small excavator is required to dig out a foundation. The minimum working width of the excavator is 3m, the slope is repaired according to the steps of the distribution elevation of the slope sloping beams 6, the slope is repaired according to six steps, and the working platform of each step is 3m wide. The slope leveling is carried out in two stages of initial leveling and fine leveling. The rough level adopts a backhoe to be matched with the human body. Manually removing the upper surface layer marble and the serious superfilling part according to the design slope line of the measurement lofting, and trimming the backhoe from the lower part; and (3) leveling the part with serious partial underfill by feeding the part from the nearest operation platform through a chute, wherein the leveling standard is controlled to be +/-30 cm. The leveling is carried out after pouring of the slope inclined beam 6 is finished, leveling work is carried out according to blocks, manual leveling is mainly adopted, manual steel tape control is adopted, and the error is not more than 10cm. The slope leveling waste slag is sent to a road surface loading vehicle through a chute to be transported to a region to be filled. The foundation trench adopts the mode of manual auxiliary mini excavator, excavates according to the design requirement strictly. The steps are the basic surface of the slope sloping beam 6, after rough leveling is finished, artificial leveling is performed firstly, the error is within +10cm, the super-digging part is backfilled with mortar, and then concrete pouring is performed.

And F, constructing an outer slope of the upper dam road 5, constructing the upper dam road 5 along with the rising of a dam body filling working surface, calculating the three-dimensional coordinates of the upper dam road 5, measuring and setting out, filling the upper dam road 5 layer by layer according to the elevation, wherein the filling material of the upper dam road 5 is the same as that of the dam body filling material, the anchor tendons of the upper dam road 5 are respectively connected with the horizontal beams 11 and the slope inclined beams 6 in the dam to form an anti-seismic framework, and the slope ratio of the outer slope is gradually changed from 1:1.35-1:2 so that the slope of the outer slope and the slope of the earth-rock dam are in forward lap joint transition.

The slope of the part of the upstream slope below the dead water level of the reservoir is kept, the slope gradient of the part above the road of the upstream dam slope is not changed into 1:2, the part below the road is properly repaired, the gradient is gradually changed from 1:1.35-1:2, so that the stability of the dam slope is ensured, the attractive requirement of the dam slope is basically met, the horizontal beams 11 in the dams at the two sides of the road are connected by adopting cast-in-place concrete, the horizontal beams 11 in the dams at different elevations along the road direction are respectively connected at the inner side and the outer side of the road, the overall stability and the attractive requirement of the dam anti-seismic framework are ensured, 1m of dry masonry is built in the rear frame by the slope inclined beam 6, and the gradient is carried out along with the original gradient.

The downstream slope is a permanent dam slope, and besides ensuring safety, the integral aesthetic requirement of the dam is also ensured. The right bank part is constructed according to the slope protection section of the middle dam body, the slope ratio of the outer side of the road of the left bank part is 1:1.35, and the slope is connected with the slope of the dam slope in a 1:2 gradient, and the concrete form is the same as the slope protection mode of the upstream right bank. If the horizontal beam is inconsistent with the downhill slope, the slope is raised or lowered by adopting a concrete pouring slope surface mode, so that the horizontal beam approaches the downhill slope. The slope surface sloping beams 6 are matched with the slope surface, and the spacing is controlled by the normal spacing 6m of the slope surface.

And G, leveling the inflection point position where the upper dam road 5 meets the dam body, and leveling Cheng Shunpo the outer slope surface and the slope by using the slurry masonry slope protection 8 and the dry masonry slope protection 7. The upper part of the downstream slope of the dam body adopts a grouted stone slope protection 8, a mining part above the infiltration line of the downstream slope of the earth-rock dam adopts a grouted stone slope protection 8, and a mining part below the infiltration line of the downstream slope of the earth-rock dam adopts a dry masonry stone slope protection 7.

The construction method of the dry masonry revetment 7 comprises the following steps: paving the tamped broken stone cushion layer in a mode of locking a layer of staggered seams, paving dry masonry stone, paving the cushion layer in a matched manner, and paving the cushion layer along with paving. The feeding of the stone blocks is carried to the masonry part from top to bottom by adopting a steel plate chute, and the masonry is performed manually. The width of the brickwork joint on the slope protection surface is not more than 25mm, and the edge of the brickwork is straight, neat and firm; the slope top and the side edges of the exposed surface of the masonry are flatly built by selecting tidier stones; to provide a solid support along the entire length of the block, all front and rear open slits are tightly packed with small pieces of stone. The dry building block stone adopts micro-weathered or fresh hard rock blocks, the saturated compressive strength of the stone is more than 60MPa, and the grain size is 400-600 mm. Before paving the dry masonry, paving a 10cm thick broken stone cushion layer, wherein the grain size of the cushion layer is 20-40 mm.

The construction method of the stone masonry comprises the following steps: the mortar masonry is constructed by a mortar spreading method, a layer of thick mortar is spread on the foundation surface, the first layer of masonry blocks should be subjected to mortar setting, the large surface is downward, and the mortar is placed and leveled according to the vertical seams. After the crack filling mortar is discharged to the bin surface, shoveling concrete into the strip stone seam by using a spade, and then manually tamping by using steel drills for compaction. The second layer of masonry can follow up with the staggered joint of the upper layer, but the continuous masonry cannot exceed 4 layers at most, and the masonry can be performed after the masonry strength reaches 2.5 Mpa. The basic expansion part is in a ladder shape, the stone blocks of the upper ladder should be pressed at least 1/2 of the lower ladder, the adjacent ladder stone blocks should be mutually staggered and built, the mortar is full, the large gap is filled with broken stone, and the method of firstly placing broken stone and then filling mortar or dry filling broken stone is not adopted. Pointing: after the masonry is completed, the natural joints of the masonry should be followed for pointing, and the pointing width must be consistent, so that the masonry is attractive and elegant. Curing: and (3) after the masonry is completed, water is sprayed and maintained in time for 12-21 hours, so that the masonry is kept moist, and collision and vibration are avoided. The water spraying maintenance time is not less than 14 days.

The invention provides a construction method of a dam-up road structure behind an earth-rock dam, which is characterized in that the stability of the combination of an upper dam road 5 and a dam body is improved, the upper dam road 5 is laid outside the slope of a dam body structure contour line, a slope protection project of a downstream slope inclined beam 6 is changed under the influence of the upper dam road 5, the slope inclined beam 6 with the same elevation necessarily caused by the inclined intersection of an earth-rock dam axis 10 and the upper dam road 5 is inclined towards the rear of the dam in horizontal projection, the size of a slope change part has certain difference in the far view, the near view, the left view, the right view, the bottom view and the overlook of the head-up direction, and a series of measures such as the upper dam road 5, an improved anti-ladle geogrid 12, a buried dam inner horizontal beam 11, a slope inclined beam 6, a slope protection project 8 and the like are adopted to realize the combination of the stable construction method of the upper dam road 5 in order to realize the second principle of safety (the slope protection project does not occupy the design structure section) and the whole appearance effect of the downstream slope.

The applied project of the invention is subjected to practical inspection that the highest intensity of the dam part reaches IX (9 degrees) after 6.8-level earthquake, and the dam earthquake damage comprehensive evaluation is carried out through data acquisition of an earth-rock dam internal observation monitoring instrument and appearance deformation encryption observation, so that the dam-climbing road 5 is stably combined with a dam slope.

In the description of the present invention, the terms "mounted," "connected," "secured," and the like are to be construed broadly and may be fixedly connected, detachably connected, or integrally formed; may be a mechanical or electrical connection; may be directly connected or indirectly connected through an intermediate medium, and may be in communication with the inside of two elements or in interaction with the two elements, the specific meaning of the terms being understood by those skilled in the art. Furthermore, the particular features, structures, etc. described in the examples are included in at least one embodiment and those of skill in the art may combine features of different embodiments without contradiction. The scope of the present invention is not limited to the above-described specific embodiments, and embodiments which can be suggested to those skilled in the art without inventive effort according to the basic technical concept of the present invention are all within the scope of the present invention.

Claims (10)

1. The utility model provides a dam road structure behind earth-rock dam, includes dam road (5), its characterized in that, dam road (5) set up on earth-rock dam's slope, the outside of dam road (5) is equipped with outer domatic, the slope ratio of outer domatic is 1:1.35 ~ 1:2, and outer domatic adopts the gradual change slope ratio to make outer domatic and earth-rock dam's slope pass through forward overlap joint transition.

2. The earth-rock dam rear upper dam road structure according to claim 1, wherein a plurality of layers of reverse-packed geogrids (12) are arranged in the earth-rock dam, the plurality of layers of reverse-packed geogrids (12) are arranged at intervals along the height direction of the earth-rock dam, and the reverse-packed geogrids (12) extend into the upper dam road (5).

3. The earth-rock dam post-dam road structure according to claim 2, characterized in that the earth-rock dam is provided with a core wall area (1), a filtering material area (2), a transition material area (3) and a rock-fill material area (4), wherein the filtering material area (2) is arranged outside the core wall area (1), the transition material area (3) is arranged outside the filtering material area (2), the rock-fill material area (4) is arranged outside the transition material area (3), and the reverse-wrap geogrid (12) is arranged in the rock-fill material area (4).

4. The earth-rock dam rear upper dam road structure according to claim 1, wherein a plurality of layers of intra-dam horizontal beams (11) are arranged in the earth-rock dam, and the plurality of layers of intra-dam horizontal beams (11) are arranged at intervals along the height direction of the earth-rock dam; the slope of the earth-rock dam is provided with slope inclined beams (6), and the slope inclined beams (6) are connected with horizontal beams (11) in each dam.

5. The earth-rock dam rear-upper dam road structure according to claim 4, wherein a concrete pier (13) is arranged between the slope inclined beam (6) and the horizontal beam (11) in the dam, a first inclined plane and a second inclined plane are arranged at the top of the concrete pier (13), the first inclined plane is parallel to the length direction of the slope inclined beam (6), and the second inclined plane is perpendicular to the length direction of the slope inclined beam (6); the anchor tendons of the dam-up road (5) are respectively connected with the horizontal beam (11) and the slope inclined beam (6) in the dam to form an anti-seismic framework; the horizontal beam (11) and the slope inclined beam (6) in the dam are made of reinforced concrete.

6. The earth-rock dam rear-upper-dam road structure according to claim 1, characterized in that the upper part of the slope of the earth-rock dam is provided with a slurry stone protection slope (8), and the middle lower part of the slope is provided with a dry stone protection slope (7); the slope ratio of the earth and rockfill dam is 1:2.

7. The construction method of the road structure of the earth-rock dam on the rear dam is characterized by comprising the following steps:

step A, performing dam construction of the earth-rock dam according to the requirements of an implementation drawing and rolling filling parameters;

step B, adding a plurality of layers of reverse-wrapping type geogrids (12) at the middle upper part of a dam body, wherein the reverse-wrapping type geogrids (12) are paved synchronously with the filling of the dam body, 1 layer of reverse-wrapping type geogrids (12) are paved on each 2 dam body filling layers, the reverse-wrapping type geogrids (12) are paved after the earth-rock dam is compacted by rolling before the reverse-wrapping type geogrids (12) are paved, the reverse-wrapping type geogrids (12) are temporarily not paved at a certain position away from a designed slope line in the horizontal direction, and after the reverse-wrapping type geogrids (12) extend to the reverse-wrapping type geogrids (12) at the front layer and are lapped with the reverse-wrapping type geogrids, filling construction is carried out at the lap joint after lapping is finished;

Step C, burying a plurality of layers of dam inner horizontal beams (11) in a dam body, wherein the dam inner horizontal beams (11) avoid a layer paved by a reverse-wrapping geogrid (12), the horizontal arrangement range is from the outer side edge of a reverse filtering material area (2) to an area between a slope of the dam body, and the construction process comprises prefabricating the dam inner horizontal beams (11) to be equal in strength, leveling a dam surface, locally manually leveling, measuring and paying off, hoisting and placing the dam inner horizontal beams (11), connecting the dam inner horizontal beams (11) and carrying out anti-corrosion treatment;

step D, laying a slope inclined beam (6), wherein the construction process comprises measuring paying-off, slope leveling, foundation excavation of the slope inclined beam (6), foundation acceptance of the slope inclined beam (6), steel bar installation, concrete pouring and curing of the slope inclined beam (6) and laying of dry (slurry) masonry in the slope inclined beam (6);

e, connecting the horizontal beam (11) in the dam with the slope inclined beam (6), wherein the construction process comprises digging out the foundation of the horizontal beam (11) in the dam, overlapping and extending the reinforcing steel bar bundles to the construction range of the slope inclined beam (6), welding the reinforcing steel bars in the construction range, pouring concrete for maintaining the slope inclined beam (6), filling broken stone into a groove, filling and compacting;

f, constructing an outer slope of the upper dam road (5), constructing the upper dam road (5) along with the rising of a dam filling working surface, calculating the three-dimensional coordinates of the upper dam road (5), measuring and setting out, filling the upper dam road (5) layer by layer according to the elevation, connecting anchor tendons of the upper dam road (5) with horizontal beams (11) and slope inclined beams (6) in the dam respectively to form an anti-seismic framework, and gradually changing the slope ratio of the outer slope from 1:1.35 to 1:2 so as to enable the slope of the outer slope to be in forward lap joint transition with the slope of the earth-rock dam;

And G, leveling the inflection point position where the dam-up road (5) meets the dam body, and leveling Cheng Shunpo the outer slope surface and the slope by utilizing the serositic stone slope protection (8) and the dry stone slope protection (7).

8. The method of constructing a post-earth-rock dam-up road structure according to claim 7, wherein in step B, the construction process of the reverse-wrap geogrid (12) includes: the method comprises the steps of rolling rock piles by using an advance-retreat offset method, reserving a range with a designed slope line distance of 2.5m for the second layer of rock piles during filling, passing rolling, filling the second layer of rock piles according to the same filling process, repairing slopes once every two layers of rock piles after passing rolling, and digging out the rolling uncompacted rock piles in a range of 0.5m, namely reserving a 3.0m area, providing a working surface paved by a geogrid in a range of 3.0m from the end part of a dam surface, and adopting an oblique overlapping mode of an upper geogrid and an adjacent lower geogrid so as to meet the control requirement of double combination of the laminated solid quality of the dam material and the reverse wrapping of the geogrid.

9. The method of constructing a post-dam road structure of an earth-rock dam according to claim 7, wherein in step C, the construction process of the intra-dam horizontal beam (11) includes: three layers of in-dam horizontal beams (11) are arranged at the middle upper part of the earth-rock dam, namely an in-dam horizontal beam I, an in-dam horizontal beam II and an in-dam horizontal beam Liang, and each layer of in-dam horizontal beams (11) are separated by 6m; firstly, pouring a plain concrete working platform with the thickness of 20cm, and pouring a horizontal beam (11) in a prefabricated dam on the working platform; the outer side of the template is provided with a scaffold steel pipe as a back pipe, the inward-pulling steel bars penetrate through the steel pipes at phi 8 and are welded and fixed with the steel pipes at the outer side of the template, the distance is 1.0m, the templates at the two ends are reserved with lap joint steel bar holes, the side edges of the template are reinforced by the steel pipes, the strength and the rigidity of the template are increased, and the local deformation is prevented from affecting the appearance quality; hoisting and placing a horizontal beam (11) in the dam, and measuring the height and height after the filling of a placing platform is completed; conveying the horizontal beam (11) in the dam to the dam surface by the crane and the truck, and directly unloading the horizontal beam to the working surface; the backhoe levels the field, and then is placed after manual leveling; wherein the horizontal beam III in the dam is arranged at the top against the outer side of the dam slope and is arranged perpendicular to the direction of the dam axis (10); the horizontal beam II in the dam is a connecting beam at the crossing part of the horizontal beam (11) in the dam, and is arranged in parallel to the direction of the dam axis (10), and the precast beams at the other parts are all horizontal beams I in the dam; when the horizontal beams (11) in each layer of dam are paved, the horizontal beams are arranged from the inner side of the dam slope to 70cm from the outside to the inside at the paving elevation, and the distance between the beams in the direction perpendicular to the dam axis (10) is controlled within 30cm so as to ensure that the distance between the beam ends and the outer boundary of the filtering material is not less than 100cm; the horizontal beam (11) in the dam is adjusted according to the actual conditions of the boundaries of the bank slopes on two sides, and the distance between the beam end and the bank slope is not less than 4m during adjustment; adopting a back shovel or a bulldozer to trim the parts exceeding 20cm, and adopting manual trimming to the parts below 20 cm; measuring and beginning to put the horizontal beam (11) in the prefabricated dam to put the axis after finishing, laying fine materials as a cushion layer on the placing position of the horizontal beam (11) in the dam after finishing line putting, then matching with manual placing by a crane, measuring and checking again after finishing placing, manually adjusting locally, so that the placing position of the horizontal beam (11) in the dam meets the design requirement, and the horizontal beam (11) in the dam is required to have no overhead phenomenon; flexible connection of horizontal beams (11) in the dam; the steel wire rope clamps are adopted to connect the steel wire ropes in a single strand manner to form dead buckles, and the exposed steel bars are painted with liquid asphalt paint for corrosion prevention.

10. The method of constructing a post-dam road structure of an earth-rock dam according to claim 7, wherein in step D, the construction process of the slope sloping member (6) comprises: measuring paying-off, slope leveling, foundation excavation of a slope inclined beam (6), foundation acceptance of the slope inclined beam (6), concrete pouring and dry (slurry) masonry paving; slope trimming is carried out according to the distribution elevation steps of the slope sloping beams (6), the slope trimming is carried out according to six steps, and the width of each step operation platform is 3m; the slope leveling is carried out in two stages of initial leveling and fine leveling; the rough level adopts a backhoe to be matched with the human body; manually removing the upper surface layer marble and the serious superfilling part according to the design slope line of the measurement lofting, and trimming the backhoe from the lower part; the part with serious partial underfill is leveled by feeding materials from the nearest operation platform through a chute, and the leveling standard is controlled to be +/-30 cm; the leveling is carried out after pouring of the slope sloping (6), leveling work is carried out according to blocks, manual leveling is mainly adopted, manual steel tape is used for controlling, and the error is not more than 10cm; conveying the slope leveling waste slag to a road surface loading vehicle through a chute to a region to be filled; the foundation trench is excavated by adopting a mode of manually assisting a small excavator, and the design requirement is strictly met; the steps are the basic surface of a slope sloping (6), after rough leveling is finished, artificial leveling is performed firstly, the error is within +10cm, the super-digging part is backfilled with mortar, and then concrete pouring is performed; the method comprises the steps of processing templates, conveying the templates to the site for assembly by adopting a special-shaped wood die processed in a processing field, taking scaffold steel pipes as back pipes on the outer sides of the templates, enabling internal-pulling steel bars to penetrate through and be welded and fixed with the steel pipes on the outer sides of the templates by adopting phi 8 steel bars, reserving lap joint steel bar holes at the intervals of 1.0m, reinforcing the side edges of the templates by adopting steel pipes, and improving the strength and rigidity of the templates to prevent local deformation from affecting the appearance quality.

Images