Earth-rock dam back-up dam road structure and construction method thereof

Abstract

The application discloses a dam road structure behind an earth-rock dam and a construction method thereof. The dam road structure behind the earth-rock dam comprises a dam road, which is arranged on the slope of the earth-rock dam. The outer side of the dam road is provided with an outer slope surface. The slope ratio of the outer slope surface is 1:1.35-1:2. The outer slope surface adopts a gradually-changing slope ratio, so that the outer slope surface and the slope of the earth-rock dam are connected through a forward transition. The dam road is built along with the rising of the dam body filling work surface of the earth-rock dam. The three-dimensional coordinates of the dam road are calculated and measured and lofted. The dam road is filled layer by layer according to the elevation. The slopes with two kinds of slope ratios are connected through a forward transition in three dimensions. The dam road does not encroach on the section of the earth-rock dam structure and ensures the beautiful appearance. Moreover, the dam road filling amount can be greatly reduced, the cost is reduced, and it is estimated that 80,000 cubic meters of filling amount can be reduced and the investment of about 6 million yuan can be saved.

Description

Technical Field

[0001] This invention belongs to the field of water conservancy and hydropower engineering technology, specifically relating to a road structure for the upstream road of an earth-rock dam and its construction method. Background Technology

[0002] According to incomplete statistics, earth-rock dams account for 82.9% of the total number of dams worldwide, and in China, they account for 93%. Various economic indicators reflect the broad development prospects of earth-rock dams, making them the fastest-growing dam type. The access roads downstream of the dam are mainly limited by terrain, making it impossible to create high, medium, and low roads on the left and right banks downstream of the dam. Therefore, access roads are built downstream of the dam by raising the dam body. If the slope of the access roads downstream of the dam uses the same slope ratio as the earth-rock dam slope, it will increase the amount of rock fill, increase project costs, and is economically unreasonable. Furthermore, the increased workload will extend the construction period and constrain progress. Summary of the Invention

[0003] The purpose of this invention is to provide a road structure and construction method for the upstream road of an earth-rock dam, in order to solve the above-mentioned problems existing in the prior art.

[0004] To achieve the above objectives, on the one hand, the present invention adopts the following technical solution: a road structure for accessing the dam after an earth-rock dam, including an access road, the access road being set on the slope of the earth-rock dam, an outer slope surface being provided on the outer side of the access road, the slope ratio of the outer slope surface being 1:1.35 to 1:2, and the outer slope surface adopting a gradual slope ratio, so that the outer slope surface and the slope of the earth-rock dam are transitioned by a forward overlap.

[0005] As an optional implementation of the above technical solution, the earth-rock dam is provided with several layers of reverse-wrapped geogrids, which are spaced apart along the height direction of the earth-rock dam and extend into the road leading to the dam.

[0006] As an optional implementation of the above technical solution, the earth-rock dam is provided with a core wall area, a filter material area, a transition material area and a rockfill area. The filter material area is located outside the core wall area, the transition material area is located outside the filter material area, the rockfill area is located outside the transition material area, and the inverted geogrid is located inside the rockfill area.

[0007] As an optional implementation of the above technical solution, the earth-rock dam is provided with several layers of internal horizontal beams, which are spaced apart along the height direction of the earth-rock dam.

[0008] As an optional implementation of the above technical solution, the slope of the earth-rock dam is provided with a slope beam, which is connected to the horizontal beams inside the dam.

[0009] As an optional implementation form of the above technical solution, the concrete pier is provided between the slope inclined beam and the horizontal beam in the dam, the top of the concrete pier is provided with a first slope and a second slope, the first slope is parallel to the length direction of the slope inclined beam, and the second slope is perpendicular to the length direction of the slope inclined beam.

[0010] As an optional implementation form of the above technical solution, the anchor bar bundles of the upper dam road are connected with the horizontal beam in the dam and the slope inclined beam respectively to form an anti-seismic framework.

[0011] As an optional implementation form of the above technical solution, the horizontal beam in the dam and the slope inclined beam are both made of reinforced concrete.

[0012] As an optional implementation form of the above technical solution, the upper part of the slope of the earth-rock dam is provided with a dry masonry slope protection, and the middle and lower parts of the slope are provided with a dry masonry slope protection.

[0013] As an optional implementation form of the above technical solution, the slope ratio of the earth-rock dam is 1:2.

[0014] On the other hand, the present application adopts the following technical solution: a construction method of an upper dam road structure behind an earth-rock dam, comprising the following steps:

[0015] Step A, according to the requirements of the implementation drawing, the dam body construction of the earth-rock dam is carried out according to the rolling filling parameters;

[0016] Step B, a plurality of layers of reverse wrapping geogrids are additionally arranged in the middle and upper parts of the dam body, the laying of the reverse wrapping geogrids is synchronous with the dam body filling, one layer of reverse wrapping geogrid is laid for every two dam body filling layers, the reverse wrapping geogrid is laid after the earth-rock dam is compacted by rolling, the previous layer of reverse wrapping geogrid is not filled and covered in the horizontal direction at a position away from the design slope line by a certain distance, the next layer of reverse wrapping geogrid is extended to the previous layer of reverse wrapping geogrid and is overlapped with the previous layer of reverse wrapping geogrid, and the filling construction is carried out at the overlapping position after the overlapping is completed;

[0017] Step C, a plurality of layers of horizontal beams in the dam are embedded in the dam body, the horizontal beams in the dam avoid the laying layers of the reverse wrapping geogrids, the horizontal arrangement range is the region between the outer edge of the filter material area and the slope of the dam body, and the construction process comprises equal strength prefabrication of the horizontal beams in the dam, dam surface leveling, local manual fine leveling, measurement and line laying, hoisting and placing of the horizontal beams in the dam, connection of the horizontal beams in the dam and corrosion prevention treatment;

[0018] Step D, the slope inclined beam is laid, and the construction process comprises measurement and line laying, slope leveling, slope inclined beam foundation excavation, slope inclined beam foundation acceptance, steel bar installation, slope inclined beam concrete pouring and maintenance, and dry (slurry) masonry laying in the slope inclined beam;

[0019] Step E, the connection of the horizontal beam in the dam and the slope inclined beam, the construction process includes excavating the foundation of the horizontal beam in the dam, extending the steel bar bundle to the construction range of the slope inclined beam and welding with the steel bar in the range, pouring and curing the concrete of the slope inclined beam, filling the groove with gravel, leveling and compacting;

[0020] Step F, the construction of the outer slope surface of the upper dam road, the upper dam road is built along with the rising of the dam filling work face, the three-dimensional coordinates of the upper dam road are calculated and measured and laid out, and the filling is performed layer by layer according to the elevation, the filling material of the upper dam road is the same as that of the dam, the anchor bar bundle of the upper dam road is connected with the horizontal beam in the dam and the slope inclined beam respectively to form the anti-seismic framework, and the slope ratio of the outer slope surface gradually changes from 1:1.35 to 1:2 to make the outer slope surface and the slope of the earth-rock dam transition through the forward lap joint.

[0021] Step G, the leveling is performed at the inflection point position where the upper dam road and the dam body meet, and the outer slope surface and the slope are leveled into the straight slope by using the mortar masonry slope protection and the dry masonry slope protection.

[0022] As an optional implementation form of the above technical solution, in step B, the construction process of the reverse wrapping geogrid includes: using the forward and backward staggered method to roll the rockfill material, reserving a distance of 2.5m of the designed slope surface line in the filling of the second layer of rockfill material, and after rolling, filling the second layer of rockfill material according to the same filling process, and after rolling, leveling the rockfill material every two layers once, the purpose of leveling is to remove the 0.5m range of the rolling not dense rockfill material, that is, to reserve a 3.0m area, and the working surface for laying the geogrid is 3.0m away from the end of the dam surface, and the upper geogrid is connected with the adjacent lower geogrid in a diagonal lap joint manner, so as to achieve the control requirements of the combination of the dam material compaction quality and the reverse wrapping geogrid.

[0023] As an optional implementation of the above technical solution, in step C, the construction process of the dam horizontal beam includes: placing three layers of dam horizontal beams in the upper part of the earth and rockfill dam, namely dam horizontal beam I, dam horizontal beam II and dam horizontal beam III, and each layer of dam horizontal beam is spaced by 6m; first, cast a 20cm-thick plain concrete working platform, and then cast the prefabricated dam horizontal beam on the working platform; the outer side of the formwork is provided with a back pipe made of a scaffold steel pipe, and the inner steel bars are passed through and welded and fixed with the outer side steel pipe of the formwork at an interval of 1.0m, the both ends of the formwork are provided with reserved lap steel bar holes, and the side edges of the formwork are reinforced with steel pipes to increase the strength and stiffness of the formwork and prevent local deformation from affecting the appearance quality; the dam horizontal beam is hoisted and placed, and after the placement platform is filled, the elevation is first measured and detected; the dam horizontal beam is transported to the dam surface by a crane and a truck, and is directly unloaded to the working surface; the site is leveled by a backhoe, and then placed after fine leveling by hand; the dam horizontal beam III is arranged on the top outside the dam slope and perpendicular to the dam axis direction; the dam horizontal beam II is a connecting beam at the intersection of the dam horizontal beams, arranged parallel to the dam axis direction, and the remaining parts of the prefabricated beam are dam horizontal beam I; when laying and constructing each layer of dam horizontal beam, the laying elevation is arranged from the outside to the inside, starting from 70cm inside the dam slope, and the spacing between the beams in the vertical dam axis direction is controlled within 30cm to ensure that the beam end is not less than 100cm from the outer boundary of the filter material; the dam horizontal beam is adjusted according to the actual situation of the bank slope boundary on both sides, and the beam end should be not less than 4m from the bank slope during adjustment; for parts exceeding 20cm or more, use a backhoe or bulldozer to level, and for parts below 20cm, use manual finishing; after finishing, measure and start placing the prefabricated dam horizontal beam axis, and after placing the line, lay fine material under the dam horizontal beam placement position to form a cushion, then place the beam by crane with manual assistance, and after placement, measure and recheck, and manually adjust locally to make the dam horizontal beam placement position meet the design requirements, and the dam horizontal beam should not be suspended; flexible connection of the dam horizontal beam; use a steel wire rope clamp to connect single steel wire rope to form a dead lock, and use liquid asphalt paint to paint exposed steel bars to prevent corrosion.

[0024] As an optional implementation form of the above technical solution, in step D, the construction process of the slope inclined beam comprises: measurement and setting-out, slope leveling, slope inclined beam foundation excavation, slope inclined beam foundation acceptance, concrete pouring and dry (slurry) masonry laying; the slope is repaired according to the distribution elevation of the slope inclined beam, and the slope is repaired in six steps, and the operation platform of each step is 3m wide; the slope leveling is divided into two stages of preliminary leveling and fine leveling; the preliminary leveling is achieved by combining the backhoe with manual work; according to the design slope line of the measurement and setting-out, the upper layer of large stones and the seriously overfilled part are manually removed, and the backhoe is used for trimming from the lower part; the local underfilling part is fed by the chute from the nearest operation platform for leveling, and the leveling standard is controlled within ±30cm; the fine leveling is performed after the slope inclined beam is poured, and the leveling work is performed in blocks, and the fine leveling is mainly achieved by manual leveling, and the manual work is controlled by using a steel tape, and the error is not more than 10cm; the slope leveling spoil is sent to the road surface by the chute and transported to the area to be filled; the foundation groove is excavated by using the small excavator with manual assistance, and the excavation is strictly performed according to the design requirements; the step is the foundation surface of the slope inclined beam, the manual fine leveling is performed after the preliminary leveling is completed, the error is within +10cm, the over-excavated part is backfilled by using the mortar, and then the concrete is poured; the formwork is processed, the special-shaped wood formwork processed in the processing field is transported to the site for assembly, the steel pipe of the scaffold is used as the back pipe outside the formwork, the Φ8 steel bar is passed through and welded with the steel pipe outside the formwork to be fixed, the interval is 1.0m, the formwork is preformed with the lap steel bar holes at both ends, the steel pipe is used for reinforcing the side of the formwork, and the strength and rigidity of the formwork are increased to prevent the local deformation from affecting the appearance quality.

[0025] The beneficial effects of the present application are:

[0026] The present application provides a dam road structure behind the earth-rock dam and a construction method thereof, wherein the slope ratio of the outer slope surface is 1:1.35-1:2, and the outer slope surface adopts a gradually changing slope ratio, so that the outer slope surface and the slope of the earth-rock dam are transitioned through forward connection. The dam road is built as the dam body filling work surface of the earth-rock dam rises, the three-dimensional coordinates of the dam road are calculated and measured, the filling is performed layer by layer according to the elevation, the slopes with two slope ratios are transitioned through forward connection in three dimensions, the dam road does not occupy the cross section of the earth-rock dam structure and ensures the beautiful appearance, and the filling amount of the dam road can be greatly reduced, the cost is reduced, the filling amount of 80,000 cubic meters is reduced, and the investment of about 6 million yuan is saved. BRIEF DESCRIPTION OF DRAWINGS

[0027] Figure 1 is a schematic view of the cross-sectional structure of the earth-rock dam;

[0028] Figure 2 is a schematic view of the planar structure of the earth-rock dam;

[0029] Figure 3 is a schematic view of the planar structure of the overfilled part of the dam road;

[0030] Figure 4 This is a schematic diagram of the three-dimensional conversion relationship of the slope of the road leading to the dam;

[0031] Figure 5 This is a schematic diagram of the horizontal beam layout inside the dam;

[0032] Figure 6 This is a schematic diagram of the arrangement of inclined beams on the upstream slope of an earth-rock dam;

[0033] Figure 7 This is a schematic diagram of the slope beam arrangement downstream of the earth-rock dam;

[0034] Figure 8 This is a schematic diagram showing the positional relationship and slope ratio adjustment between the outer slope of the road leading to the dam and the slope of the earth-rock dam.

[0035] Figure 9 This is a schematic diagram showing another positional relationship between the outer slope of the road leading to the dam and the slope of the earth-rock dam, and the adjustment of the slope ratio.

[0036] Figure 10 This is a layout diagram of a reverse-wrapped geogrid;

[0037] Figure 11 This is a layout diagram of the existing geogrid.

[0038] In the diagram: 1. Core wall area; 2. Filter material area; 3. Transition material area; 4. Rockfill area; 5. Access road to the dam; 6. Slope beam; 7. Dry-laid stone revetment; 8. Mortar-grouted stone revetment; 9. Toe of access road to the dam; 10. Dam axis; 11. Horizontal beam inside the dam; 12. Reverse-wrap geogrid; 13. Concrete pier. Detailed Implementation

[0039] Example

[0040] like Figures 1-11 As shown, this embodiment provides a downstream access road structure for an earth-rock dam, including an access road 5. The access road 5 is located on the slope of the earth-rock dam, and an outer slope surface is provided on the outer side of the access road 5. The slope ratio of the outer slope surface is 1:1.35 to 1:2, and the outer slope surface adopts a gradually changing slope ratio so that the outer slope surface and the slope of the earth-rock dam transition through a forward overlap. The upper part of the slope of the earth-rock dam is provided with a masonry retaining wall 8, and the middle and lower parts of the slope are provided with a dry-laid masonry retaining wall 7.

[0041] The width of the access road 5, perpendicular to the dam axis 10, is 8.08m, and perpendicular to the road axis, it is 8.00m. Access road 5 is constructed as the earth-rock dam's filling face rises. The three-dimensional coordinates of access road 5 are calculated and measured, and it is constructed layer by layer according to elevation. The slope ratio of the earth-rock dam is 1:2, and the slope ratio of the outer slope of access road 5 is 1:1.35 (the slope ratio of the outer side slope is 1:1.35 perpendicular to the dam axis 10 and 1:1.33 perpendicular to the road axis). The two slope ratios are seamlessly connected in three dimensions. Access road 5 does not encroach on the cross-section of the earth-rock dam structure and ensures an aesthetically pleasing appearance. Furthermore, it significantly reduces the amount of fill required for access road 5, lowering costs. It is estimated that this can reduce the fill volume by 80,000 cubic meters, saving approximately 6 million yuan in investment.

[0042] In this embodiment, the earth-rock dam is provided with a core wall area 1, a reverse filter material area 2, a transition material area 3 and a rockfill area 4. The reverse filter material area 2 is located outside the core wall area 1, the transition material area 3 is located outside the reverse filter material area 2, the rockfill area 4 is located outside the transition material area 3, and the reverse-wrapped geogrid 12 is located inside the rockfill area 4.

[0043] The earth-rock dam is equipped with multiple layers of inverted geogrid 12, with several layers of inverted geogrid 12 spaced apart along the height direction of the earth-rock dam. The earth-rock dam also has multiple layers of internal horizontal beams 11, spaced apart along the height direction of the dam. Slope beams 6 are provided on the slope of the earth-rock dam, and these slope beams 6 are connected to the various internal horizontal beams 11. Both the internal horizontal beams 11 and the slope beams 6 are made of reinforced concrete. Concrete piers 13 are provided between the slope beams 6 and the internal horizontal beams 11. The top of the concrete piers 13 has a first inclined surface and a second inclined surface. The first inclined surface is parallel to the length direction of the slope beams 6, and the second inclined surface is perpendicular to the length direction of the slope beams 6. Preferably, the anchor bundles of the access road 5 are connected to the internal horizontal beams 11 and the slope beams 6 respectively to form a seismic-resistant framework, jointly enhancing the stability of the connection between the access road 5 and the earth-rock dam.

[0044] like Figure 1 As shown, this diagram represents a view from the road starting point at station 0+000 along the dam axis 10 towards the left bank of the dam; the dashed lines represent lines that cannot be represented on the cross-section at that station; because the slope moves towards the left bank of the dam as the road station increases, the position of each elevation at a certain station changes, and only the typical elevation of each 5m layer is annotated.

[0045] like Figure 3As shown, the typical projection diagram of a certain layer horizontal plane is shown in the figure, and the inflection point position rises with the elevation, and moves to the left bank; the shadow part is the overfill horizontal projection of the elevation layer; the shadow part below is the slope transition section of the 1:1.35 slope of the upper dam road 5 to the 1:2 dam slope, and the slope ratio of the outer side slope of the road is 1:1.35 in the direction perpendicular to the dam axis 10, and 1:1.33 in the direction perpendicular to the road axis; the width of the upper dam road 5 in the direction perpendicular to the dam axis 10 is 8.08m, and in the direction perpendicular to the road axis is 8.00m.

[0046] As shown in Figure 4 , the figure shows that the number 1 is a unit of length, representing the conversion relationship between the lengths of the sides; the plane α is the horizontal projection plane, the plane β is the section perpendicular to the axis direction of the upper dam road 5, and the plane γ is the section perpendicular to the dam axis 10 direction.

[0047] As shown in Figure 8 and Figure 9 , the figure shows the typical position relationship between the slope inclined beam 6 and the slope; the slope of the slope inclined beam 6 close to the side line is designed to be 1:2; the slope of the upper dam road 5 is 1:1.35~1:2, and the position below the slope foot 9 is the permanent dam slope of 1:2 of the earth-rock dam; Figure 8 The A-type typical diagram shows that the slope line is lower than the top surface line of the slope inclined beam 6, the outer dimensions of the horizontal beam are adjusted to the shadow part, the longitudinal reinforcement is unchanged, the stirrup size changes with the adjusted outer dimensions, and the reinforcement cover thickness is unchanged; Figure 9 The B-type typical diagram shows that the slope line is higher than the top surface line of the slope inclined beam 6, the outer dimensions of the slope inclined beam 6 are adjusted to the shadow part, the reinforcement structure is arranged according to the requirements in the figure, and the reinforcement cover thickness of the slope inclined beam 6 close to the slope side is increased; when measuring and laying out, the slope inclined beam 6 is first laid out according to the right bank slope, the construction personnel bind the reinforcement well after completing the formwork erection, the survey personnel lay out the forming slope line of the upper and lower parts of the slope inclined beam 6, and perform fitting and binding. The construction personnel adjust the formwork and reinforcement outer dimensions according to the binding line to meet the requirements of the typical diagram.

[0048] As shown in Figure 10As shown, the upper part of the dam body is additionally provided with the improved anti-pack type geogrid 12, the planar position is the transition zone and the rockfill zone of the dam (not buried in the anti-filter material zone 2 domain range), the laying of the geogrid should be synchronized with the dam filling, one layer of geogrid is laid every 2 filling layers, before laying the geogrid, the geogrid should be laid after the earth-rock dam is compacted by rolling, the previous layer of geogrid is temporarily not covered by filling at a position 3m away from the design slope line in the horizontal direction, and the next layer of geogrid is extended to the previous layer of geogrid and overlaps with it, the overlap width is 3m, the overlap should be firmly tied, the longitudinal and transverse overlap width of the geogrid is not less than 15cm, generally every 10-15cm should have a tie point, and at least two tie points in the stress direction. The overlap points are sequentially tied firmly with polypropylene tape along the vertical dam axis 10 direction, and the tie points are arranged in a "quincunx type". When laying multiple layers, the upper and lower overlaps should be staggered. After the overlap is inspected and accepted, the filling construction is carried out at the overlap. The geogrid 8 should be covered in time after being laid, generally not more than 2 days.

[0049] As shown in Figure 11 The traditional anti-pack type laying end wrapping treatment method is: the anti-scraper slopes once every two meters, after the slope is finished, the reserved geogrid is turned up, and the horizontal overlap length of the reserved section is 3m. Compared with the traditional anti-pack type laying method, the improved anti-pack type laying method of each layer can effectively reduce the damage of slope overfilling and mechanical slope repairing to the anti-pack position of the geogrid.

[0050] The main technical index of the geogrid material is: the geogrid should be a bidirectional tensile geogrid. The mesh size of each geogrid should be controlled in the range of 120-160 mm, the width is about 5 m, and the length is 30-50 m. The longitudinal (main tensile direction) ultimate tensile strength of the geogrid should be not less than 100 KN per meter, the tensile yield force per meter of the geogrid in the longitudinal direction should be not less than 40 KN when the longitudinal elongation rate is 2%, the transverse ultimate tensile strength of the geogrid should be not less than 50 KN per meter, the tensile strength of the geogrid should be not less than 30 KN per meter when the transverse elongation rate is 2%, and the tensile strength of a single geogrid should be not less than 200 MPa. The material elongation rate: the transverse and longitudinal yield elongation rate of the geogrid should be not more than 8%; the bending and impact resistance: the geogrid is buried in the hard rockfill body with high strength, and the material should have high bending and impact resistance, so that the geogrid will not be broken under the impact of the rockfill and the impact of the rolling machine, and the original strength and elongation rate are maintained. The integrity requirement: the geogrid should have certain strength and deformation resistance in the longitudinal and transverse directions. After being stressed in two directions, it should not be detached and have large deformation. Especially, the geogrid should have strong integrity and certain tensile strength under various stress conditions, and the transverse connection of the geogrid should be bidirectional. The durability requirement: the ultraviolet resistance, chemical stability and biological stability should meet the requirements of the relevant regulations and specifications. In order to enhance the locking of the geogrid to the backfill material and improve the anti-creeper ability of the dam body, the single geogrid rib belt has high ultimate tensile strength, which ensures that the geogrid has large aperture in the longitudinal and transverse directions.

[0051] Considering the normal operation requirements of the core wall area 1 filling road, the geogrids in the upstream and downstream rockfill areas are laid in two left and right areas. The laying of the geogrids is carried out after the completion of the rolling construction of the previous filling layer. The laying surface should be compacted and smooth, and there should be no hard protrusions and sharp objects, so as to ensure that the laying surface is fine and there is no large diameter material. The geogrids should be laid flat and straight, without wrinkles, and should be tensioned as much as possible, then fixed with pegs, and should not be overlapped or curled and knotted. The main stress direction of the geogrids should be orthogonal to the dam axis 10, and the transverse direction should be parallel to the dam axis 10, and the length should meet the requirements. The connection work should be carried out by trained professionals.

[0052] The laying of the geogrids should be synchronized with the filling of the dam body. Before the laying of the geogrids, the rockfill of the dam body should be compacted by static rolling (after rolling, the maximum fluctuation difference in the longitudinal and transverse directions within 2 m should be less than 10 cm), and the upper rockfill material should be filled.

[0053] The collection, spreading and compaction of the dam shell material, and the maximum block size of the blocks in the dam material, should be no more than 2 / 3 of the layer thickness. After the geogrid is laid, the filler is first spread at both ends to fix the geogrid, and then the middle part is pushed forward. When rolling, the first pass is light pressure, and the geogrid is gradually pressed from the middle to the tail, and then the position close to the dam slope is rolled. When rolling, the pressure wheel cannot directly contact the geogrid, and after light pressure, the entire rolling is carried out.

[0054] As shown in Figure 3 and Figure 4 , three layers of dam internal horizontal beams 11 are arranged in the upper part of the earth-rock dam, and each layer is separated by 6m. The dam internal horizontal beam 11 precast site is located on the top platform of the upstream pressure I area. In order to facilitate the preparation of the dam internal horizontal beam 11 formwork and steel bar, and the pouring of concrete and the disassembly of the formwork, a 20cm thick plain concrete working platform is first poured, and the pouring of the dam internal horizontal beam 11 is carried out on the working platform. The outside of the formwork is provided with a back pipe made of scaffolding steel pipe, and the inner steel bar is passed through and welded and fixed with the outside steel pipe of the formwork at an interval of 1.0m. The both end formwork is provided with a reserved lap steel bar hole, and the side of the formwork is reinforced with a steel pipe to increase the strength and rigidity of the formwork to prevent local deformation from affecting the appearance quality.

[0055] As shown in Figure 5 , the dam internal horizontal beam 11 is hoisted and placed. After the placement platform is filled, the elevation is first measured and detected. The dam internal horizontal beam 11 is transported to the dam surface by a crane and a truck, and directly unloaded to the working surface. The site is leveled by a backhoe, and then placed by manual fine leveling. Among them, the dam internal horizontal beam III is only arranged on the top outside the dam slope, and is perpendicular to the dam axis 10 direction; the dam internal horizontal beam II is a connecting beam at the intersection of the dam internal horizontal beam 11, and is arranged parallel to the dam axis 10 direction; the rest of the precast beam is a precast beam I. When laying each layer of seismic beam, the laying elevation should be arranged from the outside to the inside, starting from the inside of the dam slope 70cm, and the spacing between the beams in the vertical direction of the dam axis 10 should be controlled within 30cm, so as to ensure that the beam end is not less than 100cm away from the outer boundary of the inverse filter material. The dam internal horizontal beam 11 can be adjusted according to the actual situation of the bank slope boundary on both sides. When adjusting, the beam end should be ensured to be not less than 4m away from the bank slope. For parts more than 20cm, a backhoe or a bulldozer is used to level, and parts below 20cm are manually adjusted. After the adjustment is completed, the measurement starts to place the axis of the precast dam internal horizontal beam 11, and after the line is placed, the dam internal horizontal beam 11 placement position is paved with a cushion layer, and then the crane is matched with manual placement. After the placement is completed, the measurement is checked again, and the local adjustment is made manually, so that the placement position of the dam internal horizontal beam 11 meets the design requirements, and the dam internal horizontal beam 11 should not have the phenomenon of being suspended in the air.

[0056] Flexible connection of horizontal beam 11 in dam. A nominal diameter of 12 mm smooth galvanized round steel wire rope (6*37+FC) is used, 4 turns of 8 strands, 22 steel wire rope rope clamp connection of single wire rope, forming a dead lock, using liquid asphalt paint to brush exposed steel corrosion protection.

[0057] As shown in Figure 6 and Figure 7 The slope inclined beam 6 construction sequence is: measurement and layout → slope leveling → slope inclined beam 6 foundation excavation → slope inclined beam 6 foundation acceptance → concrete pouring → dry (slurry) masonry laying. The measurement and layout is based on the design slope line, and the dam slope is measured and laid out. The measurement and layout is adopted by spacing 5m*5m steel pile, and the line between the piles is pulled to control the design elevation. The encryption measurement is added at the variable slope point position, and the fold point position is accurately found out and the special marked steel pile is punched. After the laying of multiple fold points, the fold point pile is checked by manual line pulling to ensure that all variable slope points are on a straight line to meet the overall aesthetic requirements.

[0058] Since the slope inclined beam 6 is embedded in the dam body, a small excavator is needed to dig the foundation. The minimum working width of the excavator is 3m, and the slope is repaired in steps according to the distribution elevation of the slope inclined beam 6, and the slope is repaired in six steps, and the working platform of each step is 3m wide. The slope leveling is divided into two stages of rough leveling and fine leveling. The rough leveling is adopted by the backhoe and manual cooperation. According to the design slope line of the measurement and layout, the upper surface layer of the large stone and the serious overfilling part is removed by manual, and the backhoe is trimmed from the lower part; the local underfilling part is fed by chute from the nearest working platform for leveling, and the leveling standard is controlled within ±30cm. The fine leveling is carried out after the pouring of the slope inclined beam 6 is completed, and the leveling work is carried out in blocks. The fine leveling mainly adopts manual leveling, and the error is not more than 10cm. The slope leveling spoil is sent to the road surface by chute and transported to the filling area.

[0059] The template processing, the template adopts the special-shaped wood mold processed in the processing field and transported to the site for assembly. The outer side of the template uses scaffold steel pipe as back pipe, and the inner steel bar uses Φ8 steel bar to pass through and is welded and fixed with the outer side steel pipe of the template, with a spacing of 1.0m. The both end templates reserve lap steel bar holes, and the side edges of the templates are reinforced with steel pipes to increase the strength and stiffness of the templates to prevent local deformation from affecting the appearance quality.

[0060] The embodiment also provides a construction method of an earth-rock dam back upper dam road structure, comprising the following steps:

[0061] Step A, according to the requirements of the implementation drawing, the construction is carried out according to the rolling filling parameters approved by the participating parties in the rolling test.

[0062] Step B, several layers of reverse wrapping geogrid 12 are added to the middle and upper part of the dam body, and the laying of the reverse wrapping geogrid 12 is synchronized with the dam filling.

[0063] The existing geogrid reverse wrapping process technology adopts the reverse wrapping process that the geogrid located at the lower side is wrapped along the earth-rock dam slope upward near the end of the earth-rock dam surface, and is overlapped with the geogrid located at the upper side. This process technology has many problems in practice. If the forward and backward staggered method is used, the slope position is overfilled by 0.5 m, and then the slope is repaired. The stone blocks after the slope repair are easy to accumulate and extrude and damage the geogrid roll to be wrapped upward. If the slope is rolled, the slope rolling equipment is easy to damage the accumulated geogrid roll. When the groove construction of the slope inclined beam 6 is carried out, the wrapped geogrid is easy to be cut off, and the expected reverse wrapping effect cannot be achieved.

[0064] The improved reverse wrapping geogrid 12 reverse wrapping process technology is an improvement on the existing geogrid reverse wrapping process technology. The specific process is as follows: the forward and backward staggered method is used to roll the rockfill material. The second layer of rockfill material is not filled within the range of 2.5 m from the designed slope line during filling. After rolling, the second layer of rockfill material is filled according to the same filling process. After rolling, the slope is repaired once every two layers of rockfill material. The purpose of slope repair is to remove the 0.5 m range of rockfill material that is not compacted after rolling, that is, to reserve a 3.0 m area. The working surface for laying the geogrid is 3.0 m from the end of the dam surface. The upper geogrid is overlapped with the adjacent lower geogrid in a diagonal manner, so as to achieve the control requirements of the combination of the compaction quality of each layer of dam material and the reverse wrapping of the geogrid. The geogrid extends to the upper dam road 5, which increases the stability of the combination of the upper dam road 5 and the dam slope.

[0065] Step C, embed several layers of dam horizontal beam 11 in the dam body, avoid the reverse package geogrid 12 laying layer, horizontally arranged range is the area between the outside edge of the filter material area 2 and the slope of the dam body, the construction sequence is in turn dam horizontal beam 11 prefabrication equal strength, dam surface leveling, local manual fine leveling, measurement and line laying, dam horizontal beam 11 hoisting and placing, dam horizontal beam 11 connection and corrosion prevention treatment. Specifically, it includes: placing three layers of dam horizontal beam 11 in the upper part of the earth and rockfill dam, which are dam horizontal beam I, dam horizontal beam II and dam horizontal beam III, each layer of dam horizontal beam 11 is separated by 6m; first, cast a 20cm thick concrete working platform, and then cast the dam horizontal beam 11 on the working platform; the outer side of the formwork uses scaffold steel pipe as back pipe, and the inner steel bar is passed through and welded with the outer side steel pipe of the formwork to be fixed, with a spacing of 1.0m, the both ends of the formwork reserve lap steel bar holes, and the side of the formwork uses steel pipe to reinforce, increase the strength and stiffness of the formwork to prevent local deformation affecting the appearance quality; the hoisting and placing of the dam horizontal beam 11, after the filling of the placing platform is completed, first measure and detect the elevation; the dam horizontal beam 11 is transported to the dam surface by crane and truck, and directly unloaded to the working surface; the site is leveled by a backhoe, and then placed after manual fine leveling; wherein the dam horizontal beam III is arranged on the top outside the dam slope and perpendicular to the direction of the dam axis 10; the dam horizontal beam II is a connecting beam at the intersection of the dam horizontal beam 11, arranged parallel to the direction of the dam axis 10, and the rest of the prefabricated beams are dam horizontal beam I; when laying each layer of dam horizontal beam 11, the laying elevation starts from the inside of the dam slope 70cm, and the spacing between the beams in the vertical direction of the dam axis 10 is controlled within 30cm, to ensure that the beam end is not less than 100cm from the outer boundary of the filter material; the dam horizontal beam 11 is adjusted according to the actual situation of the bank slope boundary on both sides, and the beam end should be not less than 4m from the bank slope during adjustment; for parts more than 20cm, use a backhoe or bulldozer to level, and for parts less than 20cm, use manual finishing; after finishing, measure and start placing the axis of the prefabricated dam horizontal beam 11, and after laying the line, lay a fine material cushion on the placement position of the dam horizontal beam 11, then place it with the crane and manual work, after placing, measure and check again, and adjust locally by manual work, so that the placement position of the dam horizontal beam 11 meets the design requirements, and the dam horizontal beam 11 should not be suspended; flexible connection of the dam horizontal beam 11; use wire rope clamps to connect single steel wire rope, form a dead lock, and use liquid asphalt paint to brush the exposed steel bar for corrosion prevention.

[0066] Step D, slope inclined beam 6 is laid, the construction sequence is in turn surveying and setting out, slope leveling, slope inclined beam 6 foundation excavation, slope inclined beam 6 foundation acceptance, steel bar installation, slope inclined beam 6 concrete pouring and curing, and dry (mortar) masonry laying in slope inclined beam 6. The specific steps include: surveying and setting out → slope leveling → slope inclined beam 6 foundation excavation → slope inclined beam 6 foundation acceptance → concrete pouring → dry (mortar) masonry laying; the slope is leveled according to the distribution elevation of slope inclined beam 6, and the leveling is performed in six steps, and the working platform of each step is 3m wide; the slope leveling is performed in two stages of preliminary leveling and fine leveling; the preliminary leveling is performed by using backhoe and manual cooperation; the design slope line is surveyed and sampled, the upper layer of large stones and serious overfilling parts are manually removed, and the backhoe is used for trimming from the lower part; the parts with serious underfilling are fed by chute from the nearest working platform for leveling, and the leveling standard is controlled within ±30cm; the fine leveling is performed after the pouring of slope inclined beam 6 is completed, the leveling is performed in blocks, the fine leveling is mainly performed by manual leveling, the manual leveling is controlled by using steel tape, and the error is not more than 10cm; the slope leveling spoil is sent to the road surface by chute, and is transported to the area to be filled; the base groove is excavated by using small excavator with manual assistance, and is strictly excavated according to the design requirements; the step is the base surface of slope inclined beam 6, the manual fine leveling is performed after the preliminary leveling is completed, the error is within +10cm, the over-excavated part is backfilled by mortar, and then the concrete is poured; the formwork is processed, the formwork is transported to the site for assembly after being processed in the processing field, the outer side of the formwork is back-piped by using scaffold steel pipe, the inner pull steel bar is passed through and welded with the outer side steel pipe of the formwork to be fixed, the interval is 1.0m, the formwork is preformed with lap steel bar holes at both ends, the side of the formwork is reinforced by using steel pipe to increase the strength and rigidity of the formwork and prevent local deformation from affecting the appearance quality.

[0067] Step E, the horizontal beam 11 in the dam is connected with the slope inclined beam 6, and the construction sequence is as follows: the foundation of the horizontal beam 11 in the dam is excavated by a small excavator, the steel bar bundle is extended to the construction range of the slope inclined beam 6 and welded with the steel bars in the range, the slope inclined beam 6 is poured and maintained, the groove is filled with gravel and leveled, and the small tamping equipment is compacted. Since the slope inclined beam 6 is embedded in the dam body, a small excavator is needed to excavate the foundation. The minimum working width of the excavator is 3 m, the slope is repaired in steps according to the distribution elevation of the slope inclined beam 6, and the slope is repaired in six steps, and the working platform is 3 m wide. The slope leveling is divided into two stages of rough leveling and fine leveling. The rough leveling is carried out by a backhoe and manual cooperation. According to the design slope line of the surveying and sampling, the upper surface layer of large stones and the seriously overfilled part are removed by manual work, and the backhoe is used for trimming from the lower part; the local underfilling part is fed by a chute from the nearest working platform for leveling, and the leveling standard is controlled within ± 30 cm. Fine leveling is carried out after the slope inclined beam 6 is poured, and the leveling work is carried out in blocks. Fine leveling mainly uses manual leveling, and manual control is carried out by using a steel tape, and the error is not more than 10 cm. The slope leveling spoil is sent to the road surface by the chute and transported to the filling area. The foundation groove is excavated by a small excavator with manual assistance, and the excavation is strictly carried out according to the design requirements. The step is the foundation surface of the slope inclined beam 6, and after the rough leveling is completed, the manual fine leveling is carried out, and the error is within + 10 cm. The over-excavated part is backfilled with mortar, and then the concrete is poured.

[0068] Step F, the outer slope surface of the upper dam road 5 is constructed. The upper dam road 5 is constructed as the dam body filling work surface rises. The three-dimensional coordinates of the upper dam road 5 are calculated and surveyed, and the filling is carried out layer by layer according to the elevation. The filling material of the upper dam road 5 is the same as that of the dam body filling. The anchor bar bundle of the upper dam road 5 is connected with the horizontal beam 11 in the dam and the slope inclined beam 6 to form the anti-seismic framework. The slope ratio of the outer slope surface gradually changes from 1:1.35 to 1:2, so that the outer slope surface and the slope of the earth-rock dam are smoothly connected through the transition.

[0069] The upstream slope surface is reserved below the dead water level of the reservoir, the slope of the upstream dam slope surface above the road is 1:2, and the slope below the road is gradually changed from 1:1.35 to 1:2, so as to ensure the stability of the dam slope and basically meet the aesthetic requirements of the dam slope. The horizontal beam 11 in the dam at the same elevation on both sides of the road surface is connected by cast-in-place concrete, and the inner and outer sides of the road surface are connected by inclined beams along the road direction at different elevations of the horizontal beam 11 in the dam, so as to ensure the overall stability and aesthetic requirements of the dam anti-seismic framework. After the completion of the slope inclined beam 6, 1 m thick dry masonry is built in the frame, and the slope is changed according to the original slope.

[0070] The downstream slope is the permanent dam slope, and in addition to ensuring safety, it must also ensure the integrity and aesthetic requirements of the dam. The right bank part is constructed according to the dam body slope section in the middle, and the left bank part is constructed with a slope ratio of 1:1.35 outside the road and is connected with the dam slope of 1:2. The specific form is the same as the upstream right bank slope protection method. If the horizontal beam and the slope are inconsistent, the concrete pouring slope method is adopted to approach the slope, and the slope beam 6 is matched with the slope. The interval is controlled at 6m of the normal line interval of the slope.

[0071] Step G: The turning point position of the dam road 5 and the dam body is leveled, and the outer slope surface is leveled with the slope by using the dry masonry slope 7 and the dry masonry slope 8. The upper part of the dam body downstream slope is constructed by using the dry masonry slope 8, and the lower part of the dam body downstream slope is constructed by using the dry masonry slope 7.

[0072] The dry masonry slope 7 construction method includes: on the tamped gravel cushion, one layer is laid with one layer staggered and locked, and the dry masonry laying is laid and matched with the cushion laying, and it is laid and laid at the same time. The block stone is fed into the steel plate chute from top to bottom to the laying position, and the laying is manually laid. The width of the surface joint of the slope should not be greater than 25mm, the edge of the masonry should be straight, neat and firm; the slope top and side of the exposed surface of the masonry should be laid with relatively neat stones; in order to have a firm support along the full length of the stone, all the front and rear joints are filled with small stone materials tightly. The dry masonry material uses slightly weathered or fresh hard rock, and the saturated compressive strength of the stone material should be greater than 60MPa, and the particle size is 400-600mm. Before laying the dry masonry, a 10cm thick gravel cushion is laid, and the particle size of the cushion is 20-40mm.

[0073] The dry masonry construction method includes: the dry masonry is constructed by using the dry masonry method, a layer of thick mortar is first laid on the base surface, the first layer of stone blocks of the masonry should be seated on the mortar, the large surface is downward, and is placed flat according to the vertical joint. After the joint mortar is unloaded to the warehouse surface, the concrete is shovel into the stone joint with a shovel, and then it is manually inserted and tamped with a steel drill to make it dense. The second layer of laying can follow the staggered joint of the upper layer, but the continuous laying should not exceed 4 layers, and the laying strength should reach 2.5Mpa before laying. The expanded part of the foundation is formed into a ladder shape, and the stone blocks of the upper ladder should be at least 1 / 2 of the lower ladder, and the adjacent ladder stone blocks should be staggered and laid, the mortar should be full, the large gap should be filled with gravel, and the method of laying gravel first and then filling mortar or dry filling gravel should not be used. Pointing: after the masonry is completed, the pointing should be carried out along the natural joint of the block stone, the width of the pointing must be consistent, and it should be beautiful and elegant. Maintenance: after the laying is completed, the water is sprayed for maintenance between 12-21h, so that the masonry remains wet, and collision and vibration are avoided. The water spraying maintenance time is not less than 14 days.

[0074] The application provides a construction method of an embankment road structure behind an earth-rock dam, which increases the stability of the embankment road 5 and the dam body, and the embankment road 5 is laid outside the slope surface of the dam body structure contour line, the downstream slope surface inclined beam 6 protection slope engineering is changed by the influence of the embankment road 5, the axis 10 of the earth-rock dam and the axis of the embankment road 5 are oblique, which causes the slope surface inclined beam 6 at the same elevation to be inclined to the back of the dam in the horizontal projection, and the size of the variable slope position is different in the far view and the near view, the left view and the right view, the upward view and the downward view, in order to implement the principle of safety (the protection slope engineering does not encroach on the design structure section) first and beauty (the overall appearance effect of the downstream slope surface) second, combined with the overall beauty effect of the downstream slope surface of the dam and the actual situation of the slope surface several variable slopes influenced by the embankment road 5, a series of engineering measures such as the construction method of the embankment road 5, the buried improved reverse package geogrid 12, the buried dam internal horizontal beam 11, the laid slope surface inclined beam 6 and the mortar stone protection slope 8 are used to increase the stability of the embankment road 5 and the dam slope.

[0075] The project used in the application has undergone the practice test of "6.8 magnitude earthquake" and "the highest intensity of the dam part reaches Ⅸ degree (9 degrees)", and the comprehensive evaluation of the dam damage in the earthquake is carried out through the data collection of the monitoring instrument in the earth-rock dam and the deformation encryption observation, and the stability of the embankment road 5 and the dam slope is combined.

[0076] In the description of the application, the terms "mounting", "connection", "connection", "fixing" and the like should be understood broadly, which can be fixed connection, detachable connection or integral; can be mechanical connection or electrical connection; can be directly connected or indirectly connected through an intermediate medium; can be the communication inside two elements or the interaction relationship between two elements, and those skilled in the art can understand the specific meaning of the above terms in the application. In addition, the specific features, structures and the like described in the embodiments are included in at least one embodiment, and those skilled in the art can combine the features of different embodiments without mutual contradiction. The protection scope of the application is not limited to the above specific embodiments, according to the basic technical concept of the application, those skilled in the art can think of the embodiments without creative labor, which all belong to the protection scope of the application.

Claims

1. A construction method for an access road structure downstream of an earth-rock dam, characterized in that, Includes the following steps: Step A: Construct the earth-rock dam body according to the requirements of the implementation drawings and the compaction parameters; Step B: Add several layers of reverse-wrapped geogrid (12) to the middle and upper part of the dam body. The laying of reverse-wrapped geogrid (12) is carried out simultaneously with the dam body filling. One layer of reverse-wrapped geogrid (12) is laid for every two dam body filling layers. Before laying the reverse-wrapped geogrid (12), the reverse-wrapped geogrid (12) is laid after the earth-rock dam has been compacted. The previous layer of reverse-wrapped geogrid (12) is not filled and covered at a certain distance from the design slope line in the horizontal direction. The next layer of reverse-wrapped geogrid (12) extends to the previous layer of reverse-wrapped geogrid (12) and overlaps with it. After the overlap is completed, the filling construction is carried out at the overlap. Step C: Bury several layers of horizontal beams (11) inside the dam body. The horizontal beams (11) inside the dam body avoid the layer of reverse-wrapped geogrid (12). The horizontal arrangement range is the area between the outer edge of the reverse filter material area (2) and the slope of the dam body. The construction process includes prefabrication of horizontal beams (11) with equal strength, dam surface leveling, local manual fine leveling, surveying and setting out, hoisting and placing of horizontal beams (11) inside the dam body, connection of horizontal beams (11) inside the dam body and anti-corrosion treatment. Step D: Laying out the slope beams (6). The construction process includes surveying and setting out, slope leveling, foundation excavation of the slope beams (6), foundation acceptance of the slope beams (6), reinforcement installation, concrete pouring and curing of the slope beams (6), and dry (mortar) masonry laying inside the slope beams (6). Step E: Connect the horizontal beam (11) inside the dam to the inclined beam (6) on the slope. The construction process includes excavating the foundation of the horizontal beam (11) inside the dam, extending the steel reinforcement bundles to the construction range of the inclined beam (6) and welding them with the steel reinforcement within that range, pouring and curing the concrete of the inclined beam (6), filling and leveling the groove with crushed stone and compacting it. Step F, construction of the outer slope of the dam access road (5). The dam access road (5) is constructed as the dam body filling working face rises. The three-dimensional coordinates of the dam access road (5) are calculated and measured and laid out. The road is filled layer by layer according to the elevation. The filling material of the dam access road (5) is the same as that of the dam body filling material. The anchor bar bundles of the dam access road (5) are connected to the horizontal beam (11) and the inclined beam (6) of the slope inside the dam to form an anti-seismic skeleton. The slope ratio of the outer slope gradually changes from 1:1.35 to 1:2 so that the outer slope and the slope of the earth-rock dam can be transitioned by the forward overlap. Step G: Level the intersection of the road to the dam (5) and the dam body, and use masonry slope protection (8) and dry masonry slope protection (7) to level the outer slope and the slope into a smooth slope. In step B, the construction process of the reverse-wrapped geogrid (12) includes: using the staggered advance and retreat method to compact the riprap; when filling the second layer of riprap, a 2.5m range from the design slope line is reserved and not filled; after compaction, the second layer of riprap is filled using the same filling process; after compaction, the slope is trimmed once every two layers of riprap; the purpose of the slope trimming is to remove the 0.5m range of uncompacted riprap, i.e., to reserve a 3.0m area, providing a working surface for the geogrid to be laid within a 3.0m range from the end of the dam surface; the upper geogrid is obliquely overlapped with the adjacent lower geogrid, thereby achieving the control requirements of the compaction quality of each layer of dam material and the reverse wrapping of the geogrid.

2. The construction method for the upstream road structure of an earth-rock dam according to claim 1, characterized in that, In step C, the construction process of the horizontal beams (11) inside the dam includes: placing three layers of horizontal beams (11) inside the dam in the upper part of the earth-rock dam, namely horizontal beam I, horizontal beam II and horizontal beam III inside the dam, with each layer of horizontal beams (11) spaced 6m apart; firstly, pouring a plain concrete working platform with a thickness of 20cm, and then pouring the precast horizontal beams (11) inside the dam on the working platform; using scaffold steel pipes as backing pipes on the outside of the formwork, and using Φ8 steel bars to pass through and weld and fix to the steel pipes on the outside of the formwork, with a spacing of 1.0m, and reserving lapped steel bar holes at both ends of the formwork. The sides of the template are reinforced with steel pipes to increase the strength and rigidity of the template and prevent local deformation from affecting the appearance quality; the horizontal beam (11) inside the dam is hoisted and placed. After the placement platform is filled, the elevation is measured and tested first; the horizontal beam (11) inside the dam is transported to the dam surface by a crane and a heavy truck and unloaded directly onto the working surface; the site is leveled by a backhoe and then placed manually; among them, the horizontal beam III inside the dam is arranged on the top near the outside of the dam slope and is arranged perpendicular to the dam axis (10); the horizontal beam II inside the dam is the connecting beam at the intersection of the horizontal beams (11) inside the dam and is parallel to the dam axis. (10) The precast beams in the remaining parts are all horizontal beams I inside the dam; when laying the horizontal beams (11) inside the dam at each layer, the laying elevation starts from 70cm inside the dam slope from the outside to the inside, and the spacing between beams perpendicular to the dam axis (10) is controlled within 30cm to ensure that the beam end is not less than 100cm from the outer boundary of the filter material; the horizontal beams (11) inside the dam are adjusted according to the actual situation of the bank slope boundary, and the beam end should be not less than 4m from the bank slope during the adjustment; for parts exceeding 20cm, a backhoe or bulldozer is used to level them, and for parts less than 20cm, a backhoe or bulldozer is used to level them. The lower part is manually trimmed; after the trimming is completed, the precast horizontal beam (11) inside the dam is placed and the axis is laid. After the line is laid, fine material is laid as a cushion layer at the placement position of the horizontal beam (11) inside the dam. Then, the crane is used in conjunction with manual placement. After placement, the measurement is checked again and the placement is manually adjusted locally so that the placement position of the horizontal beam (11) inside the dam meets the design requirements and the horizontal beam (11) inside the dam is not suspended. The flexible connection of the horizontal beam (11) inside the dam is achieved by using steel wire rope clamps to connect the single strand of the steel wire rope to form a dead knot. Liquid asphalt paint is used to coat the exposed steel bars for corrosion protection.

3. The construction method for the downstream access road structure of an earth-rock dam according to claim 1, characterized in that, In step D, the construction process of the inclined beam (6) includes: surveying and setting out, slope leveling, excavation of the foundation of the inclined beam (6), acceptance of the foundation of the inclined beam (6), concrete pouring and dry (mortar) masonry laying; the slope is repaired in steps according to the distribution elevation of the inclined beam (6), and the slope is repaired in six steps, with each step having a working platform width of 3m; the slope leveling is carried out in two stages: initial leveling and fine leveling; the rough leveling is carried out by a combination of backhoe and manual labor; according to the design slope line of the surveying and setting out, the upper surface large stones and severely overfilled parts are removed manually, and the backhoe is used to repair from the bottom; the severely underfilled parts are leveled by using a chute to deliver material from the nearest working platform, and the leveling standard is controlled within ±30cm; the fine leveling is carried out after the inclined beam (6) is poured, and the leveling work is carried out in sections, with the fine leveling mainly carried out by manual labor. The surface is leveled and controlled manually with a steel tape measure, with an error not exceeding 10cm. The waste from the leveled slope is transported to the road surface via a chute and loaded onto trucks for transport to the filling area. The foundation trench is excavated using a small excavator with manual assistance, strictly in accordance with the design requirements. The steps are the foundation surface of the inclined beam (6) on the slope. After rough leveling, manual fine leveling is carried out first, with an error within +10cm. The over-excavated part is backfilled with mortar, and then concrete is poured. For formwork processing, the formwork is made of special-shaped wooden molds processed in the processing plant and transported to the site for assembly. The outer side of the formwork is backed by scaffolding steel pipes. The inner reinforcing bars are made of Φ8 steel bars that pass through and are welded to the outer steel pipes of the formwork with a spacing of 1.0m. The formwork at both ends is reserved with lapped steel bar holes. The sides of the formwork are reinforced with steel pipes to increase the strength and rigidity of the formwork and prevent local deformation from affecting the appearance quality.

4. The construction method for the upstream road structure of an earth-rock dam according to claim 1, characterized in that, The structure of the access road behind the earth-rock dam includes an access road (5), which is set on the slope of the earth-rock dam. The access road (5) has an outer slope on its outer side. The slope ratio of the outer slope is 1:1.35 to 1:2, and the outer slope adopts a gradual slope ratio so that the outer slope and the slope of the earth-rock dam can be connected and transitioned in the forward direction.

5. The construction method for the upstream road structure of an earth-rock dam according to claim 4, characterized in that, The earth-rock dam is provided with several layers of reverse-wrapped geogrids (12), which are spaced apart along the height direction of the earth-rock dam and extend into the road (5) above the dam.

6. The construction method for the upstream road structure of an earth-rock dam according to claim 5, characterized in that, The earth-rock dam is provided with a core wall area (1), a filter material area (2), a transition material area (3) and a rockfill area (4). The filter material area (2) is located outside the core wall area (1), the transition material area (3) is located outside the filter material area (2), the rockfill area (4) is located outside the transition material area (3), and the inverted geogrid (12) is located inside the rockfill area (4).

7. The construction method for the upstream road structure of an earth-rock dam according to claim 4, characterized in that, The earth-rock dam is provided with several layers of internal horizontal beams (11), which are spaced apart along the height direction of the earth-rock dam; the slope of the earth-rock dam is provided with slope beams (6), which are connected to each internal horizontal beam (11).

8. The construction method for the upstream road structure of an earth-rock dam according to claim 7, characterized in that, A concrete pier (13) is provided between the inclined beam (6) on the slope and the horizontal beam (11) inside the dam. The top of the concrete pier (13) is provided with a first inclined surface and a second inclined surface. The first inclined surface is parallel to the length direction of the inclined beam (6), and the second inclined surface is perpendicular to the length direction of the inclined beam (6). The anchor bar bundles of the road to the dam (5) are connected to the horizontal beam (11) inside the dam and the inclined beam (6) on the slope to form an anti-seismic frame. The horizontal beam (11) inside the dam and the inclined beam (6) on the slope are both made of reinforced concrete.

9. The construction method for the upstream road structure of an earth-rock dam according to claim 4, characterized in that, The upper part of the slope of the earth-rock dam is provided with masonry slope protection (8), and the middle and lower part of the slope is provided with dry masonry slope protection (7); the slope ratio of the earth-rock dam is 1:2.

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