Full-face rock-fill embankment structure containing structures and filling method thereof

Abstract

The application discloses a kind of full-face rock-filled embankment structure containing structure road section filling structure and its filling method, including bridge foundation pile, pile top pile cap, bridge pier, bridge head batten and dynamic compaction hammer construction preparation, shock-absorbing channel excavation and channel filling bag layout in table back ground, table back ground extrusion mound body, ground reinforcement strip and slope foot reinforcement strip layout and embankment filling and tamping, oblique tensioning, embankment sand bag and reinforcement side plate layout, reinforcement support pile and table back sand bag layout, gravel improvement and roadbed filling, lower table back material and upper table back material filling and bag support mound, counter-pressure support tube, lateral support tube, batten support body layout, bridge head batten and plate bottom connecting band construction, roadbed reinforcement strip and joint reinforcement strip layout, and pavement structure layer construction.The application can improve the integrity of embankment filling, reduce the impact on construction environment, and improve the stress performance of embankment.

Description

Technical Field

[0001] This invention relates to the field of road engineering technology, specifically to a full-section rockfill embankment with structural elements and its construction method. Background Technology

[0002] In road engineering, embankment fill materials often include sandy soil, cohesive soil, or gravelly soil, with gravelly soil frequently used for lower embankment construction. During the construction of rockfill embankments, improving the compaction of the embankment, controlling uneven deformation of structural components, and minimizing the impact of the construction environment are often key and challenging aspects of on-site construction control.

[0003] Current construction techniques commonly employ reinforced concrete slabs, reinforcement, coarse-grained material filling, and foundation treatment to construct the connection between bridge abutments and embankments. However, existing techniques primarily target conventional embankment fill materials, neglecting technical measures for rock-filled embankments and foamed concrete mixed fill materials. Furthermore, there is room for further innovation in optimizing backfill compaction processes and minimizing construction impact. Summary of the Invention

[0004] The purpose of this invention is to provide a full-section rockfill embankment with a structure section and a filling method thereof, so as to reduce the impact of construction on the structure, improve the stress performance of the embankment, increase the density of the embankment fill material and enhance the stability of the embankment.

[0005] To achieve the above-mentioned objectives, the present invention adopts the following technical solution.

[0006] In a first aspect, the present invention provides a full-section rockfill embankment construction structure for a road section containing structures, comprising an abutment foundation, a lower abutment backing material and embankment fill material disposed on the abutment foundation, an upper abutment backing material disposed on the lower abutment backing material, roadbed fill material disposed on the roadbed fill material, a network of roadbed reinforcement strips disposed on the roadbed fill material, bridge approach slabs disposed on the upper abutment backing material and roadbed fill material, joint reinforcement strips disposed on the bridge approach slabs and roadbed reinforcement strips, a road base course disposed on the bridge approach slabs and roadbed fill material, and a road surface course disposed on the road base course. The lower abutment backing material... The embankment fill material, upper abutment backing material, and bridge approach slab are arranged adjacent to the bridge piers. The embankment fill material is arranged adjacent to the lower abutment backing material. The roadbed fill material is arranged adjacent to the upper abutment backing material and the bridge approach slab. The abutment backing foundation corresponding to the lower abutment backing material is provided with a bag-shaped support pier. The abutment backing foundation corresponding to the embankment fill material is provided with multiple compaction piers and foundation reinforcement strips provided on the multiple compaction piers. The lower abutment backing material is provided with reinforcing support piles extending into the abutment backing foundation. The embankment fill material is provided with diagonal tie bars connected to the reinforcing support piles.

[0007] As a further improvement of the present invention, the side of the embankment fill material adjacent to the lower abutment material is set in a stepped shape, and a plurality of abutment sandbags abutting against the reinforcing support piles are provided between the lower abutment material and the embankment fill material.

[0008] As a further improvement of the present invention, a slope toe reinforcement strip is provided in the foundation corresponding to the slope toe on both sides of the embankment filler, and multiple embankment sandbags are evenly distributed on both sides of the embankment filler along the longitudinal direction of the road, and a reinforcement side plate is provided between the embankment sandbags and the embankment filler.

[0009] As a further improvement of the present invention, the upper platform back material is provided with a plurality of counter-pressure support tubes, the bottom sides of the counter-pressure support tubes are provided with lateral support tubes communicating with the counter-pressure support tubes, and the top of the counter-pressure support tubes is provided with a slab support body.

[0010] As a further improvement of the present invention, the lower surface of the bridge approach slab is provided with bottom connecting pipes at both ends along the longitudinal direction of the bridge pier, and the bottom connecting pipes are respectively embedded in the bridge pier and the roadbed filler.

[0011] Secondly, the present invention provides a method for constructing a full-section rockfill embankment with structures, comprising the following steps:

[0012] (1) Construction preparation: The bridge foundation piles, pile caps, piers and bridge beams are constructed in sequence; steel prefabricated dynamic compaction hammers are used; reinforced concrete prefabricated bridge approach slabs are used; wherein, the top of the pier is provided with a first connecting groove along the longitudinal direction of the pier, and both ends of the bridge approach slab are provided with bottom connecting pipes that are compatible with the first connecting groove.

[0013] (2) Excavation of vibration damping channels in the abutment foundation: Vibration damping channels are excavated longitudinally along the abutment in the abutment foundation adjacent to the abutment. Multiple channel filling bags are evenly distributed in the vibration damping channels. Air is injected into the channel filling bags using an air filling device so that the outer side wall of the channel filling bag fits against the inner side wall of the vibration damping channel.

[0014] (3) Full-section rockfill embankment compaction: Multiple compaction piers are arranged in the abutment back foundation away from the bridge piers. Foundation reinforcement strips are arranged at the top of the multiple compaction piers. Slope toe reinforcement strips are arranged in the abutment back foundation corresponding to the slope toe on both sides of the embankment fill. The embankment fill is constructed from bottom to top on the abutment back foundation away from the bridge piers, the slope toe reinforcement strips and the foundation reinforcement strips. Inclined tie bars are pre-embedded in the embankment fill. During the construction of the embankment fill, when the compaction height of the embankment fill reaches 1 / 2 to 2 / 3 of the embankment height, multiple embankment sandbags are evenly distributed along the longitudinal direction of the road on both sides of the embankment fill. Reinforcing side plates are arranged at the joint between the embankment sandbags and the embankment fill. The total height of the multiple embankment sandbags is 1 / 2 of the height of the embankment fill.

[0015] (4) Setting up reinforcing support piles and abutment sandbags: The embankment fill material facing the bridge pier is excavated into a stepped shape. Reinforcing support piles extending into the abutment foundation are arranged between the embankment fill material and the bridge pier. Multiple abutment sandbags are arranged from bottom to top between the reinforcing support piles and the embankment fill material. The inclined tie rods are connected to the reinforcing support piles.

[0016] (5) Subgrade filling: Subgrade filling is constructed on the embankment filling; wherein, the subgrade filling is made by mixing 20%-40% cohesive soil by weight into the gravel material and mixing it evenly, then mixing 4%-6% silicate cement by weight and compacting it.

[0017] (6) Filling of lower and upper abutment backing materials: Cement concrete or cement mortar is injected into the channel filling bag using grouting equipment to form bag support piers; abutment backing side molds are set up between adjacent piers, and foamed concrete is poured between the abutment backing side molds and the embankment filling material according to the preset layer thickness. After each layer of foamed concrete is poured, gravel of the preset thickness is spread so that the gravel sinks under its own weight and forms the lower abutment backing material; after the lower abutment backing material is constructed to the design elevation, the upper abutment backing material is constructed on the lower abutment backing material and between the roadbed filling material and the pier. Multiple counter-pressure support pipes are pre-embedded in the upper abutment backing material, and lateral support pipes connected to the counter-pressure support pipes are arranged on both sides of the bottom of the counter-pressure support pipes, and a slab support body is arranged on the top of the counter-pressure support pipes.

[0018] (7) Bridge approach slab construction: A second connecting trench and a grid-shaped reinforcement strip layout trench are excavated on the upper surface of the subgrade fill material; the bridge approach slab is placed on the upper abutment backing material and the subgrade fill material using hoisting equipment, and the bottom connecting pipes at both ends of the bridge approach slab are respectively embedded in the first connecting trench and the second connecting trench, and grouting equipment is used to press grout into the bottom connecting pipes to form bottom connecting strips in the first connecting trench and the second connecting trench respectively; subgrade reinforcement strips are laid in the reinforcement strip layout trench, and joint reinforcement strips are laid at the top of the subgrade reinforcement strips and the bridge approach slab;

[0019] (8) Road surface structure layer construction: First, the road base layer on the upper surface of the bridge approach slab is constructed, and then the road surface layer on the upper surface of the bridge beam and the road base layer is constructed simultaneously; after the road surface layer is constructed, grouting equipment is used to press grout into the counter-pressure support pipe and the lateral support pipe.

[0020] As a further improvement of the present invention, in the construction process of the embankment filling material in step 3), the embankment filling material of the same compacted layer is divided into pre-fill material and subsequent filling material. Multiple tamping sandbags are placed on the free surface of the subsequent filling material. A ruler support plate is provided on the pre-fill material, and a loose-laying ruler and a compaction ruler are slidably provided on the side of the ruler support plate facing the subsequent filling material. First, the loose-laying ruler is used to control the filling height of the subsequent filling material, and then the strong tamping hammer is used to compact the subsequent filling material. After the strong tamping pit formed by the strong tamping hammer is leveled, the compaction ruler is used to measure the compaction height of the subsequent filling material. The pre-fill material and subsequent filling material of each compacted layer are filled and compacted in this way until the embankment filling material is constructed to the design elevation.

[0021] As a further improvement of the present invention, the heavy tamping hammer includes a tamping hammer column, a frustum-shaped tenon body located at the center of the lower surface of the tamping hammer column, a plurality of fan-shaped tenons evenly distributed around the lower surface of the tamping hammer column, and a tamping hammer suspension cable located at the center of the upper surface of the tamping hammer column. The tamping hammer column has a plurality of exhaust holes evenly distributed on it, and the height of the fan-shaped tenon body is greater than the height of the frustum-shaped tenon body.

[0022] As a further improvement of the present invention, the compacted pier and the slope toe reinforcement strip in step 3) are made of compacted crushed stone; the reinforcement support pile in step 4) is one of the following: wooden pile, steel sheet pile and precast concrete pile.

[0023] As a further improvement of the present invention, in step 4), the height of the plurality of sandbags on the back of the platform is 1 / 3 to 1 / 2 of the height of the embankment filler.

[0024] Compared with the prior art, the beneficial effects of the present invention are: the present invention can improve the stress performance of embankments, increase the density and integrity of embankment fillers, enhance the stability of embankments, and reduce the impact of construction on structures and the environment. Attached Figure Description

[0025] The above and / or additional aspects and advantages of the present invention will become apparent and readily understood from the description of the embodiments taken in conjunction with the following drawings, in which:

[0026] Figure 1 This is a structural schematic diagram of a full-section rockfill embankment section containing structures according to the present invention;

[0027] Figure 2 This is a schematic cross-sectional view of a full-section rockfill embankment with structural sections according to the present invention.

[0028] Figure 3 This is a construction flowchart of a full-section rockfill embankment construction method for road sections with structures according to the present invention;

[0029] Figure 4 This is a construction diagram of the embankment filling material in the embankment filling method for a full-section rock-filled embankment section containing structures according to the present invention;

[0030] Figure 5 This is a schematic diagram of the layout of the subgrade reinforcement strip and joint reinforcement strip in the filling method of a full-section rock-filled embankment with structures according to the present invention.

[0031] Figure 6 This is a schematic diagram of the dynamic compaction hammer in the filling method of a full-section rock-filled embankment with structures according to the present invention. Detailed Implementation

[0032] To better understand the present invention, various aspects of the invention will be described in more detail with reference to the accompanying drawings. It should be understood that these detailed descriptions are merely illustrative of embodiments of the invention and are not intended to limit the scope of the invention in any way. It should be noted that in this specification, the expressions "first," "second," etc., are used only to distinguish one feature from another and do not imply any limitation on the features.

[0033] It should also be understood that the terms “comprising,” “including,” “having,” “containing,” and / or “comprising”, when used in this specification, indicate the presence of the stated features, elements, and / or components, but do not exclude the presence or addition of one or more other features, elements, components, and / or combinations thereof.

[0034] Unless otherwise specified, all terms used herein (including technical and scientific terms) shall have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains. It should also be understood that all terms (e.g., those defined in common dictionaries) shall be interpreted as having the meaning consistent with their meaning in the context of the relevant art and shall not be interpreted in an idealized or overly formal sense unless expressly so defined herein.

[0035] Please see Figure 1 and Figure 2 The diagram shown is a structural schematic of a full-section rockfill embankment with structural elements provided in an embodiment of the present invention.

[0036] This invention relates to the construction of a transition section between a rockfill embankment and a structure, specifically to a full-section rockfill embankment section with a structure. The structure includes multiple bridge piles 1 located within the abutment foundation 13, pile caps 2 atop the multiple bridge piles 1, multiple piers 3 atop the pile caps 2, and bridge beams 48 atop the multiple piers 3. The full-section rockfill embankment section with a structure provided in this invention is adjacent to the aforementioned structures.

[0037] Specifically, the embodiment of the present invention provides a full-section rockfill embankment section filling structure, including an abutment foundation 13, a lower abutment backing material 12 and embankment fill material 18 provided on the abutment foundation 13, an upper abutment backing material 37 provided on the lower abutment backing material 12, a roadbed fill material 34 provided on the roadbed fill material 18, a network of roadbed reinforcement strips 45 provided on the roadbed fill material 34, a bridge approach slab 4 provided on the upper abutment backing material 37 and the roadbed fill material 34, a joint reinforcement strip 46 provided on the bridge approach slab 4 and the roadbed reinforcement strip 45, a road base course 47 provided on the bridge approach slab 4 and the roadbed fill material 34, and a road surface course 49 provided on the road base course 47 and the bridge beam 48.

[0038] More specifically, the lower abutment backing material 12 is arranged adjacent to the pier 3, and abutment backing side molds 36 pre-placed between adjacent piers 3 are provided between the lower abutment backing material 12 and the pier 3. A vibration damping channel 14 is excavated longitudinally along the pier 3 within the abutment backing foundation 13 corresponding to the lower abutment backing material 12. Multiple channel filling bags 15 are evenly arranged within the vibration damping channel 14. Air can be injected into the channel filling bags 15 using an air-injection device to make the outer wall of the channel filling bag 15 fit against the inner wall of the vibration damping channel 14. Cement concrete or other materials can then be injected into the channel filling bags 15 using a grouting device. Cement mortar is used to form a bag-shaped support pier 35; the aforementioned embankment fill material 18 is arranged adjacent to the lower abutment backing material 12, and multiple compaction piers 16 are provided in the abutment backing foundation 13 corresponding to the embankment fill material 18. A foundation reinforcement strip 17 is provided at the top of the multiple compaction piers 16 and in the abutment backing foundation 13. At the same time, slope toe reinforcement strips 19 are provided in the abutment backing foundation 13 corresponding to the slope toes of the embankment fill material 18 on both sides. The side of the aforementioned embankment fill material 18 adjacent to the lower abutment backing material 12 is excavated into a stepped shape, and multiple inclined tie bars 33 are pre-embedded in the embankment fill material 18. Meanwhile, in the lower abutment backing material 12, multiple inclined tie bars 33 are provided. Reinforcing support piles 31 extend into the abutment foundation 13. These reinforcing support piles 31 can be securely connected to inclined tie bars 33. Multiple abutment sandbags 32, abutting against the reinforcing support piles 31, are installed between the lower abutment backing material 12 and the embankment fill material 18. Multiple embankment sandbags 28 are evenly arranged longitudinally along the road on both sides of the embankment fill material 18, and multiple reinforcing side plates 29 are installed between the multiple embankment sandbags 28 and the embankment fill material 18. The upper abutment backing material 37 is adjacent to the pier 3. Multiple counter-pressure support pipes 38 are installed longitudinally along the pier 3 within the upper abutment backing material 37. At the bottom of the counter-pressure support pipes 38… Lateral support pipes 39 connected to the counter-pressure support pipe 38 are provided on both sides of the section. Grouting equipment can be used to press grout into the counter-pressure support pipe 38 and the lateral support pipe 39 to solidify the upper abutment backing material 37 near the counter-pressure support pipe 38. At the same time, an approach plate support body 40 is provided on the top of the counter-pressure support pipe 38 to support the bridge approach plate 4. The above-mentioned roadbed filler 34 is arranged adjacent to the upper abutment backing material. A second connecting trench 42 is excavated on the top of the roadbed filler 34 along the longitudinal direction of the pier 3. A grid-shaped reinforcement strip layout trench 43 is also excavated on the top of the roadbed filler 34. A roadbed reinforcement strip 45 is installed in the reinforcement strip layout trench 43.The aforementioned bridge approach slab 4 is adjacent to the bridge pier 3. A first connecting groove 5 is provided on the top of the bridge pier 3 along the longitudinal direction of the bridge pier 3. The bridge approach slab 4 is made of precast reinforced concrete. At both ends of the lower surface of the bridge approach slab 4, there are bottom connecting pipes 41 that are compatible with the first connecting groove 5. When the bridge approach slab 4 is hoisted onto the upper abutment backing material 37 and the roadbed filler 34, the bottom connecting pipes 41 at both ends of the lower surface of the bridge approach slab 4 can be embedded in the first connecting groove 5 of the bridge pier 3 and the second connecting groove 42 of the roadbed filler 34, respectively. At this time, grouting equipment can be used to press grout into the bottom connecting pipes 41 to form bottom connecting strips 44 in the first connecting groove 5 and the second connecting groove 42, so that the bridge approach slab 4 is stably connected to the bridge pier 3 and the roadbed filler 34. A grid-like joint reinforcement strip 46 is provided on the top of the roadbed reinforcement strip 45 and the bridge approach slab 4 to stably connect the roadbed reinforcement strip 45 and the bridge approach slab 4. ;

[0039] The embodiments of the present invention can effectively reduce the impact of filling construction on the structure, improve the stress performance of the embankment, increase the density of the embankment fill material, and enhance the stability of the embankment by rationally arranging the filling structure of the rockfill embankment.

[0040] Please see Figures 3 to 6 This invention provides a method for constructing a full-section rockfill embankment with structures, specifically including the following steps:

[0041] (1) Construction preparation: According to the design requirements, the bridge foundation pile 1, pile top cap 2, bridge pier 3 and bridge beam 48 are constructed in sequence; steel prefabricated dynamic tamping hammer 6 is used; and reinforced concrete prefabricated bridge approach slab 4 is used.

[0042] Among them, the bridge foundation pile 1, pile cap 2, pier 3 and bridge beam 48 are structures adjacent to the rockfill embankment. Before the rockfill embankment is filled, the construction of the bridge foundation pile 1, pile cap 2, pier 3 and bridge beam 48 should be carried out in sequence according to the design requirements.

[0043] In some embodiments, multiple bridge piles 1 are arranged in the abutment foundation 13, a pile cap 2 is arranged at the top of the multiple bridge piles 1, multiple bridge piers 3 are arranged at the top of the pile cap 2, and a bridge beam 48 is arranged at the top of the multiple bridge piers 3. At the same time, a first connecting groove 5 is pre-set along the longitudinal direction of the bridge pier 3 at the top of the bridge pier 3.

[0044] In some specific embodiments, the bridge foundation pile 1 adopts a double-row pile foundation and uses reinforced concrete cast-in-place piles with a diameter of 0.8m and a length of 30m, with a net distance of 1.7m between the cast-in-place piles; the pile cap 2 adopts a cast-in-place reinforced concrete cap with a width of 4.5m and a height of 0.5m, and the concrete strength grade is C35; the pier 3 adopts a cast-in-place reinforced concrete pier with a height of 9m; the cross-sectional dimensions of the first connecting groove 5 pre-set along the longitudinal direction of the pier 3 at the top of the pier 3 are 100mm×100mm; the abutment back foundation 13 is cohesive soil in a stiff plastic state.

[0045] In some embodiments, the bridge approach slab 4 is made of precast reinforced concrete, and bottom connecting pipes 41 adapted to the first connecting groove 5 are provided at both ends of the lower surface of the bridge approach slab 4.

[0046] In some specific embodiments, the bridge approach slab 4 is a precast reinforced concrete slab with a length of 8m and a thickness of 25cm; the bottom connecting pipe 41 is made of steel pipe with a diameter of 90mm, one end is closed and the other end is connected to the external grouting equipment, and grout overflow holes are evenly provided on the pipe wall of the bottom connecting pipe 41.

[0047] In some embodiments, the dynamic compaction hammer 6 is made of rolled steel. Specifically, the dynamic compaction hammer 6 includes a hammer column 7, a frustum-shaped tenon 9 located at the center of the lower surface of the hammer column 7, multiple fan-shaped tenons 8 evenly distributed around the lower surface of the hammer column 7, and a hammer suspension cable 10 located at the center of the upper surface of the hammer column 7. Multiple vent holes 11 are evenly distributed on the hammer column 7, and the height of the fan-shaped tenons 8 is greater than the height of the frustum-shaped tenons 9. The dynamic compaction hammer with the above structure can not only increase the depth of dynamic compaction reinforcement but also solve the problem of insufficient compaction at the center of the hammer bottom during the dynamic compaction process.

[0048] In some specific embodiments, the ramming hammer column 7, the fan-shaped tenon 8, and the frustum-shaped tenon 9 are all rolled from Q345 steel, and the ramming hammer sling 10, the fan-shaped tenon 8, and the frustum-shaped tenon 9 are all welded to the ramming hammer column 7; the ramming hammer column 7 is cylindrical and weighs 3t-5t, the fan-shaped tenon 8 is arc-shaped with a central angle of 10°-30° and a height of 15cm-20cm, the frustum-shaped tenon 9 is frustum-shaped and has a height of 5cm-10cm, and the ramming hammer sling 10 is made of steel wire rope and can be connected to external dynamic compaction equipment.

[0049] (2) Excavation of vibration damping channel in the abutment foundation: Vibration damping channel 14 is excavated in the longitudinal direction of the abutment foundation 13 adjacent to the pier 3. Multiple channel filling bags 15 are evenly distributed in the vibration damping channel 14. Air is injected into the channel filling bags 15 using an external air injection device so that the outer side wall of the channel filling bag 15 is tightly attached to the inner side wall of the vibration damping channel 14. This can reduce the impact on the pier 3 during the subsequent embankment filling material 18 dynamic compaction construction. At the same time, the bag support pier 35 (the bag support pier 35 is formed by injecting cement concrete or cement mortar into the channel filling bag 15 using an external grouting device) can provide upward support to the lower abutment material 12 to play a role in foundation reinforcement.

[0050] In some embodiments, the cross-section of the shock-absorbing channel 14 is rectangular or "U" shaped, and the depth is 1m-2m; the channel filling bag 15 is provided with a pressure injection valve 50.

[0051] In some specific embodiments, the cross-section of the shock-absorbing channel 14 is rectangular and the depth is 1.5m; the channel filling bag 15 is made of rubber sheet sewn together, and after air is injected into the channel filling bag 15 through the injection valve 50, the width of the channel filling bag 15 is 0.4m and the height is 1.5m.

[0052] (3) Full-section rockfill embankment compaction: First, multiple compaction piers 16 are arranged in the abutment back foundation 13 away from pier 3. Foundation reinforcement strips 17 are arranged at the top of the multiple compaction piers 16. Slope toe reinforcement strips 19 are arranged in the abutment back foundation 13 corresponding to the slope toes on both sides of the embankment filling material 18. This can play the role of foundation reinforcement, coordinating foundation deformation and enhancing embankment stability. Then, the embankment filling material 18 is compacted from bottom to top on the abutment back foundation 13 away from pier 3, the slope toe reinforcement strips 19 and the foundation reinforcement strips 17. The construction process involves pre-embedding diagonal reinforcing bars 33 within the embankment fill material 18. Simultaneously, during the construction of the embankment fill material 18, when the compaction height of the embankment fill material 18 reaches 1 / 2 to 2 / 3 of the embankment height, multiple embankment sandbags 28 are evenly distributed along the longitudinal direction of the road on both sides of the embankment fill material 18, with the total height of the multiple sandbags 28 being 1 / 2 of the height of the embankment fill material 18. Then, reinforcing side plates 29 are installed at the joints between the sandbags 28 and the embankment fill material 18 to provide lateral support for the embankment fill material 18 and enhance the stability of the embankment during the dynamic compaction process.

[0053] It should be noted that during the compaction and filling process of the embankment fill 18, the embankment fill 18 of the same compaction layer needs to be divided into the preceding fill 20 and the subsequent fill 21. At the same time, multiple tamping sandbags 22 are placed on the free face of the subsequent fill 21 to provide lateral support for the subsequent fill 21. Meanwhile, a scale is set on the preceding fill 20 to measure the filling height and compaction height of the subsequent fill 21. Specifically, a ruler support plate 23 is set on the preceding fill material 20, and a side support groove 24 is set on the side of the ruler support plate 23 facing the subsequent fill material 21. In the side support groove 24, a loose laying ruler 25 and a compaction ruler 26 are set up and down in sequence through a ruler sliding plate 27. In this way, during the compaction and filling process of the same compaction layer of the embankment fill material 18, the loose laying ruler 25 is first used to control the filling height of the subsequent fill material 21, and then the strong tamping hammer 6 is used to compact the subsequent fill material 21. Then, the bulldozer is used to level the strong tamping pit 30 formed during the compaction process of the strong tamping hammer 6. Finally, the compaction ruler 26 is used to measure the compaction height of the subsequent fill material 21. In this way, the preceding fill material 20 and the subsequent fill material 21 of each compaction layer can be filled and compacted in a cyclical manner until the embankment fill material 18 is constructed to the design elevation.

[0054] In some embodiments, 3-5 rows of compacted piers 16 are arranged in the abutment foundation 13 about 10m-45m away from the pier 3. The height of the compacted piers 16 is 1m-2m. A layer of compacted gravel is first laid at the top of the 3-5 rows of compacted piers 16 and in the abutment foundation 13, and then a layer of geogrid is laid to form a foundation reinforcement strip 17. The slope toe reinforcement strip 19 is 0.5m-1m high and is arranged along the longitudinal length of the embankment fill 18.

[0055] In some specific embodiments, three rows of compacted piers 16 are arranged within the abutment back foundation 13 approximately 40m from the pier 3. These compacted piers 16 are made of compacted crushed stone and have a height of 1.5m. A 20cm thick layer of compacted crushed stone is first laid on top of the compacted piers 16, followed by a layer of geogrid to form a foundation reinforcement strip 17. The slope toe reinforcement strip 19 is made of compacted crushed stone with a maximum particle size of 100mm. The embankment fill 18 is constructed and compacted using crushed stone and soil. Both the compacted sandbags 22 and the embankment sandbags 28 are geotextile woven bags filled with medium-coarse sand, with a volume of 0.5m³. 3 The reinforcing side plate 29 is set longitudinally between adjacent embankment sandbags 28. The reinforcing side plate 29 is made of steel plate with a thickness of 10mm and a width of 0.3m, and is anchored in the embankment fill 18 by soil nails. The diagonal tie bar 33 is made of threaded steel bar with a diameter of 22mm.

[0056] In some specific embodiments, the ruler support plate 23 is made of steel plate with a thickness of 2mm and has an L-shaped cross section. A side support groove 24 is welded between two adjacent ruler support plates 23 on the same cross section, and the slope of the side support groove 24 is the same as the road camber slope. The side support groove 24 is made of steel plate with a thickness of 2mm and has a sliding groove with a cross section of "T" for the ruler slide plate 27 to move. The sliding groove is 5cm wide. A ruler adjustment bolt 51 is also provided on the ruler support plate 23, and the height of the ruler support plate 23 can be adjusted by the ruler adjustment bolt 51. Both the loose paving ruler 25 and the compacted ruler 26 are laser rulers, and the loose paving ruler 25 is 15cm higher than the compacted ruler 26.

[0057] (4) Setting up reinforcing support piles and abutment back sandbags: The free face of the embankment filling material 18 facing the bridge pier 3 is excavated into a stepped shape to reduce differential deformation of the embankment; reinforcing support piles 31 extending into the abutment back foundation 13 are arranged between the embankment filling material 18 and the bridge pier 3; multiple abutment back sandbags 32 are arranged from bottom to top between the reinforcing support piles 31 and the embankment filling material 18; and the diagonal tie bars 33 are fastened to the reinforcing support piles 31.

[0058] In some embodiments, the step height of the free face of the embankment fill 18 facing the pier 3 is 0.3m-0.5m; the reinforcing support piles 31 are one of the following: wooden piles, steel sheet piles and precast concrete piles; the height of the multiple abutment sandbags 32 is 1 / 3-1 / 2 of the height of the embankment fill 18.

[0059] In some specific embodiments, the step height of the embankment fill 18 facing the bridge pier 3 is 0.5m and the width is 1.0m; the reinforcing support pile 31 is a steel sheet pile with a driving depth of 2.5m; the abutment back sandbag 32 is a geotextile bag filled with medium and coarse sand, and the stacking height is 1 / 2 of the height of the embankment fill 18.

[0060] (5) Subgrade filling: Subgrade filling 34 is constructed on the embankment filling 18. The subgrade filling 34 is formed by first adding 20%-40% cohesive soil by weight to the gravel material and mixing it evenly, then adding 4%-6% silicate cement by weight and mixing it evenly, and then immediately filling and compacting it to form the subgrade filling 34.

[0061] In some specific embodiments, based on the weight of the subgrade filler 34, 20% by weight of cohesive soil and 4% by weight of silicate cement are used to improve the gravel material with a maximum particle size of 100mm, thereby forming a subgrade filler 34 with a higher CBR value and bearing capacity.

[0062] (6) Filling of the lower and upper abutment backing materials: Cement concrete or cement mortar is injected into the channel filling bag 15 using external grouting equipment to form the bag support 35; abutment backing side formwork 36 is arranged between adjacent piers 3 to form the formwork for the lower abutment backing material 12; foamed concrete is poured between the abutment backing side formwork 36 and the embankment filling material 18 according to the preset layer thickness, and gravel of the preset thickness is spread after each layer of foamed concrete is poured, so that the gravel sinks under its own weight and forms the lower abutment backing material 12. The abutment backing material 12 can solve the problem of foamed concrete floating when it comes into contact with water, and can save cement and foaming agent materials. After the lower abutment backing material 12 is constructed to the design elevation, the upper abutment backing material 37 is constructed on the lower abutment backing material 12 and between the subgrade filler 34 and the pier 3. Multiple counter-pressure support pipes 38 are pre-embedded in the upper abutment backing material 37, and lateral support pipes 39 connected to the counter-pressure support pipes 38 are arranged on both sides of the bottom of the counter-pressure support pipes 38. The approach plate support body 40 is arranged on the top of the counter-pressure support pipes 38 to support the bridge approach plate 4.

[0063] In some embodiments, the preset layer thickness of the foamed concrete in the lower platform backing material 12 is 30cm-50cm, and gravel with a preset thickness of 5cm-10cm is spread after each layer of foamed concrete is poured, so that the gravel sinks under its own weight and forms the lower platform backing material 12.

[0064] In some specific embodiments, an external grouting device is used to press M20 cement mortar into the channel filling bag 15 to form the bag support 35; the abutment back side formwork 36 is made of reinforced concrete with a thickness of 10cm, and is firmly connected to the pier 3 by studs; foamed concrete is poured in layers with a thickness of 40cm, and after each layer of foamed concrete is poured, a 5cm thick layer of gravel is spread, so that the gravel sinks under its own weight to form the lower abutment back material 12; the upper abutment back material 37 is made of densely mixed medium and coarse sand.

[0065] In some specific embodiments, the counter-pressure support pipe 38 is made of steel pipe with a diameter of 100mm and two are laid parallel to the cross section of the road. Two lateral support pipes 39 are arranged in a figure-eight shape on the lower surface of the counter-pressure support pipe 38 and the cavity of the counter-pressure support pipe 38 is connected to the lateral support pipes 39. The lateral support pipes 39 are made of steel pipe with a diameter of 60mm. The top of the approach plate support body 40 is connected to the approach plate 4 of the bridge abutment. The approach plate support body 40 is made of steel plate with a thickness of 5mm and has a cross section in the shape of "T".

[0066] (7) Bridge approach slab construction: A second connecting trench 42 and a grid-shaped reinforcement strip layout trench 43 are excavated on the upper surface of the subgrade fill material 34; the precast bridge approach slab 4 is hoisted onto the upper abutment backing material 37 and the subgrade fill material 34 using external hoisting equipment, and the bottom connecting pipes 41 at both ends of the lower surface of the bridge approach slab 4 are respectively embedded in the first connecting trench 5 and the second connecting trench 42, and grouting is applied to the bottom connecting pipes 41 using external grouting equipment to form bottom connecting strips 44 in the first connecting trench 5 and the second connecting trench 42, so as to effectively improve the stability of the bridge approach slab 4; the subgrade reinforcement strip 45 is laid in the reinforcement strip layout trench 43, and the joint reinforcement strip 46 is laid on the top of the subgrade reinforcement strip 45 and the bridge approach slab 4 to coordinate the differential deformation between the bridge approach slab 4 and the subgrade fill material 34.

[0067] In some specific embodiments, the cross-sectional dimensions of the second connecting groove 42 are 150mm×150mm; the cross-sectional dimensions of the reinforcing strip layout groove 43 are 150mm×150mm; the roadbed reinforcing strip 45 is made of reinforced concrete; the joint reinforcing strip 46 is made of steel plate with a thickness of 5mm and is connected to the roadbed reinforcing strip 45 and the bridge approach slab 4 at both ends by anchor piers.

[0068] (8) Construction of road structure layer: First, the road base layer 47 on the upper surface of the bridge approach slab 4 is constructed, and then the road surface layer 49 on the upper surface of the bridge beam 48 and the road base layer 47 is constructed simultaneously. After the road surface layer 49 is constructed, external grouting equipment is used to grout the counter-pressure support pipe 38 and the lateral support pipe 39 to provide upward support for the bridge approach slab 4 and avoid the problems of the bottom of the bridge approach slab 4 being detached and the bridge approach slab 4 deflecting downward.

[0069] In some specific implementations, the road base layer 47 has a filling thickness of 40cm and is made of cement-stabilized crushed stone material; the road surface layer 49 uses the same material as the bridge deck pavement layer.

[0070] The embodiments of the present invention can effectively reduce the impact of filling construction on structures, improve the stress performance of embankments, increase the density of embankment fill material, and enhance the stability of embankments by reasonably setting the filling process of rock-filled embankments.

[0071] Finally, it should be noted that the technical requirements for bridge pile and abutment construction, filler compaction construction, pavement structure layer construction, steel rolling and on-site welding construction, etc., will not be repeated in the embodiments of this invention.

[0072] In the description of this specification, references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples.

[0073] The embodiments described above are merely illustrative of several implementations of the present invention, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of the invention. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of the present invention, and these modifications and improvements all fall within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the appended claims.

Claims

1. A method for constructing a full-section rockfill embankment including structures, characterized in that, Includes the following steps: 1) Construction preparation: The bridge foundation piles (1), pile caps (2), piers (3) and bridge beams (48) are constructed in sequence; steel prefabricated dynamic compaction hammers (6) are used; reinforced concrete prefabricated bridge approach slabs (4) are used; wherein, the top of the pier (3) is provided with a first connecting groove (5) along the longitudinal direction of the pier (3), and both ends of the bridge approach slab (4) are provided with bottom connecting pipes (41) that are compatible with the first connecting groove (5); 2) Excavation of vibration damping channel in the abutment foundation: A vibration damping channel (14) is excavated longitudinally along the abutment foundation (13) adjacent to the pier (3). Multiple channel filling bags (15) are evenly distributed in the vibration damping channel (14). Air is injected into the channel filling bags (15) using an air filling device so that the outer side wall of the channel filling bag (15) fits against the inner side wall of the vibration damping channel (14). 3) Full-section rockfill embankment compaction: Multiple compaction piers (16) are arranged in the abutment back foundation (13) away from the bridge pier (3), and foundation reinforcement strips (17) are arranged at the top of the multiple compaction piers (16). Slope toe reinforcement strips (19) are arranged in the abutment back foundation (13) corresponding to the slope toe on both sides of the embankment filling material (18). The embankment filling material (18) is constructed from bottom to top on the abutment back foundation (13), the slope toe reinforcement strips (19) and the foundation reinforcement strips (17) away from the bridge pier (3). In the construction of the embankment filling material (18), a series of diagonal tie bars (33) are pre-embedded in the embankment filling material (18). During the construction of the embankment filling material (18), when the compaction height of the embankment filling material (18) reaches 1 / 2 to 2 / 3 of the embankment height, multiple embankment sandbags (28) are evenly distributed along the longitudinal direction of the road on both sides of the embankment filling material (18), and reinforcing side plates (29) are installed at the joint between the embankment sandbags (28) and the embankment filling material (18); wherein, the total height of the multiple embankment sandbags (28) is 1 / 2 of the height of the embankment filling material (18); 4) Setting up reinforcing support piles and abutment back sandbags: The embankment filling material (18) facing the bridge pier (3) is excavated into a stepped shape. Reinforcing support piles (31) extending into the abutment back foundation (13) are arranged between the embankment filling material (18) and the bridge pier (3). Multiple abutment back sandbags (32) are arranged from bottom to top between the reinforcing support piles (31) and the embankment filling material (18). The inclined tie rods (33) are connected to the reinforcing support piles (31). 5) Subgrade filling: Subgrade filling (34) is constructed on the embankment filling (18); wherein, the subgrade filling (34) is formed by adding 20%-40% cohesive soil by weight to the gravel material and mixing it evenly, then adding 4%-6% silicate cement by weight and mixing it evenly, and then filling and compacting it. 6) Filling of the lower and upper abutment backing materials: Cement concrete or cement mortar is injected into the channel filling bag (15) using grouting equipment to form a bag-supported pier (35); abutment backing side molds (36) are arranged between adjacent piers (3), and foamed concrete is poured between the abutment backing side molds (36) and the embankment filling material (18) according to the preset layer thickness. After each layer of foamed concrete is poured, gravel of the preset thickness is spread so that the gravel sinks under its own weight and forms the lower abutment backing material (12). After the lower abutment backing material (12) is constructed to the design elevation, the upper abutment backing material (37) is constructed on the lower abutment backing material (12) and between the roadbed fill material (34) and the bridge pier (3). Multiple counter-pressure support pipes (38) are pre-embedded in the upper abutment backing material (37), and lateral support pipes (39) communicating with the counter-pressure support pipes (38) are arranged on both sides of the bottom of the counter-pressure support pipes (38), and a slab support body (40) is arranged on the top of the counter-pressure support pipes (38). 7) Bridge approach slab construction: A second connecting trench (42) and a grid-shaped reinforcement strip placement trench (43) are excavated on the upper surface of the subgrade fill material (34); the bridge approach slab (4) is placed on the upper abutment backing material (37) and the subgrade fill material (34) using hoisting equipment, and the bottom connecting pipes (41) at both ends of the bridge approach slab (4) are respectively embedded in the first connecting trench (5) and the second connecting trench (42), and grouting equipment is used to press grout into the bottom connecting pipes (41) to form bottom connecting strips (44) in the first connecting trench (5) and the second connecting trench (42) respectively; the subgrade reinforcement strip (45) is placed in the reinforcement strip placement trench (43), and the joint reinforcement strip (46) is placed at the top of the subgrade reinforcement strip (45) and the bridge approach slab (4); 8) Road surface structure layer construction: First, the road base layer (47) on the upper surface of the bridge approach slab (4) is constructed, and then the road surface layer (49) on the upper surface of the bridge beam (48) and the road base layer (47) is constructed simultaneously. After the road surface layer (49) is constructed, grouting equipment is used to press grout into the counter pressure support pipe (38) and the lateral support pipe (39).

2. The method for constructing a full-section rockfill embankment including structures according to claim 1, characterized in that: During the construction of the embankment filling material (18) in step 3), the embankment filling material (18) of the same compacted layer is divided into a preceding filling material (20) and a subsequent filling material (21). Multiple tamping sandbags (22) are arranged on the free surface of the subsequent filling material (21). A scale support plate (23) is provided on the preceding filling material (20), and a loose laying scale (25) and a compaction scale (26) are slidably provided on the side of the scale support plate (23) facing the subsequent filling material (21). First, the filling height of the subsequent fill material (21) is controlled by the loose paving measuring tape (25). Then, the subsequent fill material (21) is compacted by the strong tamping hammer (6). After leveling the strong tamping pit formed by the strong tamping hammer (6), the compaction height of the subsequent fill material (21) is measured by the compaction measuring tape (26). The preceding fill material (20) and subsequent fill material (21) of each compaction layer are filled and compacted in this way until the embankment fill material (18) is constructed to the design elevation.

3. The method for constructing a full-section rockfill embankment including structures according to claim 2, characterized in that: The ramming hammer (6) includes a hammer column (7), a frustum-shaped tenon (9) located at the center of the lower surface of the hammer column (7), a plurality of fan-shaped tenons (8) evenly distributed around the lower surface of the hammer column (7), and a hammer suspension cable (10) located at the center of the upper surface of the hammer column (7). The hammer column (7) has a plurality of exhaust holes (11) evenly distributed on it. The height of the fan-shaped tenon (8) is greater than the height of the frustum-shaped tenon (9).

4. The method for constructing a full-section rockfill embankment including structures according to claim 1, characterized in that: The compacted pier (16) and the slope toe reinforcement strip (19) in step 3) are made of compacted crushed stone; the reinforcement support pile (31) in step 4) is one of the following: wooden pile, steel sheet pile and precast concrete pile.

5. The method for constructing a full-section rockfill embankment including structures according to claim 1, characterized in that: In step 4), the height of the multiple sandbags (32) on the platform is 1 / 3 to 1 / 2 of the height of the embankment filler (18).

6. The method for constructing a full-section rockfill embankment including structures according to claim 1, characterized in that: The filling structure formed by the filling method includes an abutment foundation (13), a lower abutment backing material (12) and embankment fill material (18) on the abutment foundation (13), an upper abutment backing material (37) on the lower abutment backing material (12), a roadbed fill material (34) on the roadbed fill material (18), a network of roadbed reinforcement strips (45) on the roadbed fill material (34), bridge approach slabs (4) on the upper abutment backing material (37) and roadbed fill material (34), joint reinforcement strips (46) on the bridge approach slabs (4) and roadbed reinforcement strips (45), a road base course (47) on the bridge approach slabs (4) and roadbed fill material (34), and a road surface course (49) on the road base course (47). The lower abutment backing material (12), the upper abutment backing material (13), and the upper abutment backing material (18) are all part of the abutment backing material structure formed by the filling method. 37) and the bridge approach plate (4) are adjacent to the bridge pier (3), the embankment fill (18) is adjacent to the lower abutment back material (12), the roadbed fill (34) is adjacent to the upper abutment back material (37) and the bridge approach plate (4), the abutment back foundation (13) corresponding to the lower abutment back material (12) is provided with a bag support pier (35), the abutment back foundation (13) corresponding to the embankment fill (18) is provided with multiple compaction piers (16) and foundation reinforcement strips (17) provided on the multiple compaction piers (16), the lower abutment back material (12) is provided with a reinforcing support pile (31) extending into the abutment back foundation (13), and the embankment fill (18) is provided with an inclined tie bar (33) connected to the reinforcing support pile (31).

7. The method for constructing a full-section rockfill embankment with structures according to claim 6, characterized in that: The side of the embankment fill material (18) adjacent to the lower abutment material (12) is stepped, and a plurality of abutment sandbags (32) are provided between the lower abutment material (12) and the embankment fill material (18) to abut against the reinforcing support pile (31).

8. The method for constructing a full-section rockfill embankment with structures according to claim 6, characterized in that: The slope toe reinforcement strip (19) is provided in the back foundation (13) corresponding to the slope toe on both sides of the embankment fill (18). Multiple embankment sandbags (28) are evenly distributed on both sides of the embankment fill (18) along the longitudinal direction of the road. A reinforcing side plate (29) is provided between the embankment sandbags (28) and the embankment fill (18).

9. The method for constructing a full-section rockfill embankment with structures according to claim 6, characterized in that: The upper platform back material (37) is provided with multiple counter-pressure support tubes (38), and the bottom sides of the counter-pressure support tubes (38) are provided with lateral support tubes (39) that communicate with the counter-pressure support tubes (38). The top of the counter-pressure support tubes (38) is provided with a slab support body (40).

10. The method for constructing a full-section rockfill embankment with structures according to claim 6, characterized in that: Both ends of the lower surface of the bridge approach slab (4) are provided with bottom connecting pipes (41) along the longitudinal direction of the bridge pier (3), and the bottom connecting pipes (41) are respectively embedded in the bridge pier (3) and the roadbed filling material (34).

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