CN216514911U - High fill roadbed structure - Google Patents
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- CN216514911U CN216514911U CN202122745965.1U CN202122745965U CN216514911U CN 216514911 U CN216514911 U CN 216514911U CN 202122745965 U CN202122745965 U CN 202122745965U CN 216514911 U CN216514911 U CN 216514911U
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Abstract
The utility model relates to the technical field of high fill roadbed construction, and particularly discloses a high fill roadbed structure which comprises a base and an embankment positioned on the base, wherein the embankment is a fill structure, the top of the embankment is provided with a road surface, two sides of the road surface are side slopes, under the condition that the height of the side slopes is more than 15m, the side slopes are multistage side slopes, the top of the embankment of the fill structure is provided with the road surface, and the side slopes on the two sides of the road surface are arranged to enable the road surface to be positioned at the highest part of the embankment, so that the road surface is ensured not to accumulate water, the road surface is prevented from being soaked and eroded by water, the road surface can be effectively protected, and meanwhile, the side slopes more than 15m are arranged into a multistage side slope structural form, so that the side slopes are gradually descended in a grading manner, and the stability of the high fill roadbed structure can be enhanced.
Description
Technical Field
The utility model relates to the technical field of roadbed construction, in particular to a high fill roadbed structure.
Background
The roadbed is the foundation of the road surface and is used as a main bearing body of the road, the roadbed bears the weight of rock soil, the weight of the road surface and the driving load transmitted from the road surface, and the roadbed plays an important role in the construction of the road. When the construction of a high fill roadbed is carried out, the road surface collapse and settlement can be caused by improper arrangement of the roadbed structure or improper filling, and the safety of the road surface structure and the driving safety in the operation process are seriously influenced. When a roadbed structure is arranged under a high fill working condition, the following problems are mainly faced:
firstly, the foundation is difficult to treat, and improper treatment of the foundation can cause filling joints with loose texture at the joint of the filled roadbed and the foundation, so that the connection is poor, roadbed weak areas can be formed, and road disasters such as settlement, landslide and the like can be generated;
secondly, surface water such as rainwater can corrode and damage the road surface and the roadbed, the problem of damaging the road surface and the roadbed structure due to improper arrangement of the road surface structure and the roadbed structure exists, and the damage degree of the surface water to the filling roadbed is larger than that of the common roadbed;
moreover, the high fill subgrade has poorer integrity and stability compared with the common subgrade, and the subgrade is easier to deform, crack and the like, which affect the service life of the subgrade;
in addition, the stability of the slope of the fill subgrade also affects the stability of the subgrade structure.
Therefore, how to design roadbed filling materials and roadbed filling layer thickness and improve a roadbed tamping method plays a very important role in roadbed stability.
SUMMERY OF THE UTILITY MODEL
At least one object of the present invention is to provide a high fill roadbed structure, which solves the problem of erosion and damage to a road surface caused by surface water such as rainwater by improving a roadbed structure, thereby protecting the safety and stability of the high fill roadbed structure including the road surface, in order to solve the problem that the surface water is likely to erode and wash the high fill roadbed ground and further affect the high fill.
In order to achieve the above object, the present invention adopts the following aspects.
The utility model provides a high fill roadbed structure, includes the basement and is located the embankment on the basement, the embankment is filling structure, and this embankment top is provided with the road surface, the road surface both sides are the side slope, and under the condition that the side slope height is greater than 15 meters, the side slope is multistage side slope.
The road surface is arranged at the top of the embankment of the filling structure, and side slopes on two sides of the road surface are used for enabling the road surface to be located at the highest position of the embankment and ensuring that the road surface cannot accumulate water, so that the road surface is prevented from being soaked and eroded by water, an effective protection effect can be achieved on the road surface, meanwhile, the side slopes larger than 15 meters are arranged into a structural form of multi-level side slopes, the side slopes are made to descend gradually in a grading mode, and the stability of a high-filling roadbed structure can be enhanced.
Further, the side slope includes from last third grade slope, second grade slope and the first grade slope that sets gradually down, is provided with the platform between every grade side slope, and the slope rate of third grade slope is 1: 1.5, the slope rate of the second grade slope is 1: 1.75, the slope rate of the first grade slope is 1: and 2, a drainage ditch is arranged on the platform.
Because the soil pressure that the first grade slope bore is the biggest, and the soil pressure that the third grade slope bore is the minimum, the side slope rate from last to bottom adopts the mode that descends progressively in proper order for the bottom side slope is more gentle, can bear bigger soil pressure, further guarantees the stability of high fill road bed.
As a preferable scheme of the utility model, a foot protection wall is built at the bottom of the first-stage slope and is used for shrinking a slope foot too far, and rainwater can be prevented from corroding a slope bottom to stabilize the slope.
As a preferable scheme of the utility model, a slope protection structure is arranged on the side slope, and the slope protection structure comprises one or more of a three-dimensional net protection structure, a spray-seeding organic material protection structure or a sprayed concrete protection structure.
Through set up slope protection structure on the side slope, can improve side slope structure's stability, and then guarantee that high fill roadbed structure has good stability.
As a preferred scheme of the utility model, the spray-seeding organic material protection structure comprises anchor rods anchored into side slopes, wherein a bottom layer slope protection net and a top layer slope protection net are installed on the anchor rods, the bottom layer slope protection net is arranged in a wave shape by virtue of concrete cushion blocks arranged at the anchoring parts of the anchor rods at intervals, and the top layer slope protection net is laid flatly.
The position at the stock anchor income side slope is installed to the concrete cushion interval, makes bottom slope protection net installs in the concrete cushion top in concrete cushion position department, does not have concrete cushion department to install near the side domatic for bottom slope protection net is the wave and arranges, adopts this kind of structural style's the organic material protective structure of spray-seeding, makes the organic material of bottom slope protection net upside and downside form with the structure of side slope surface non-parallel, thereby reduces the problem of side slope landslide, improves side slope structural stability.
Further, the anchor is anchored into the substrate.
As a preferred scheme of the utility model, the embankment is internally provided with a geogrid which comprises a third grade slope corresponding part and a second grade slope corresponding part.
The third grade slope position is used for arranging the road surface, sets up geogrid in the third grade slope of road surface below (embankment middle part), can guarantee road surface structural integrity, arranges geogrid simultaneously in the second grade slope, can increase the interlock interlocking ability of earth-rock filler between the grids, lateral displacement between the effective restraint soil body, the shearing force and the tensile sudden change power of dispersion road bed all direction transmission prevent that the road bed warp, the fracture, the life of extension road bed.
Furthermore, two ends of the geogrid in the third grade slope extend to the side slopes on two sides, and two ends of the geogrid in the second grade slope extend to the base part and the side slopes respectively.
In a preferred embodiment of the present invention, the base is used for filling an embankment in layers, and the embankment is filled on the top of the base from which the current soil layer is removed. Through the current situation soil layer of cleaing away the basement top before backfilling, solved and filled roadbed and basement handing-over position and appeared the problem that the texture is crisp filling seam easily, improved the linking firmness of basement and embankment, avoided producing road disasters such as subsiding, landslide, guarantee high fill roadbed structure's stability and security.
In a preferred embodiment of the present invention, the embankment is constructed in a quincunx structure to form ramming points when the embankment is filled in layers. The tamping points of the dynamic compaction are uniformly arranged in a quincunx structural form, and the high fill roadbed structure is stable by improving the roadbed tamping method, so that the integrity of the roadbed is further improved.
In a preferable embodiment of the present invention, the foundation of the high-fill roadbed structure is excavated with the reverse slope step 6. Through digging on the basement of high fill roadbed structure and establishing the adverse slope step, can not only solve the basement and fill the connectivity problem of roadbed, but also can increase the frictional force of filling the roadbed on the basal plane, guarantee the structural stability of filling the roadbed.
Further, the adverse slope step is arranged on the slope of the step more than 1: 2, the slope of the reverse slope step is 2% -4%, and the width of each step is not less than 3 m.
As a preferable scheme of the utility model, blind ditches are arranged at the bottom of the embankment and comprise a longitudinal blind ditch and a transverse blind ditch. Adopt the french drain to get rid of the surface water of infiltration in the inside of ground, can avoid the road bed to sink and warp, avoid the road bed to suffer destruction.
In summary, due to the adoption of the technical scheme, the utility model at least has the following beneficial effects:
1. the road surface is arranged at the top of the embankment of the filling structure, and the side slopes on the two sides of the road surface are arranged, so that the road surface is positioned at the highest part of the embankment, and the road surface is ensured not to accumulate water, thereby avoiding the road surface from being soaked and eroded by water, playing an effective protection role on the road surface, and meanwhile, the side slope larger than 15 meters is arranged into a multi-stage side slope structure form, so that the side slope is gradually descended in a grading way, and the stability of the high filling roadbed structure can be enhanced;
2. in the slope protection structure, concrete cushion blocks are arranged in the spray-seeding organic material protection structure, so that the bottom slope protection net forms a wave-shaped structure, and the spray-seeding organic material protection structure in the structural form enables organic materials on the upper side and the lower side of the bottom slope protection net to form a structure which is not parallel to a side slope surface, so that the problem of side slope landslide is reduced, and the stability of the side slope structure is improved;
3. by removing the current soil layer at the top of the foundation before backfilling, the problem that the joint of the filled roadbed and the foundation is easy to have loose texture and fill seams is solved, the connection firmness of the foundation and the embankment is improved, road disasters such as settlement, landslide and the like are avoided, and the stability and the safety of the high-fill roadbed structure are ensured;
4. through digging on the basement of high fill roadbed structure and establishing the adverse slope step, can not only solve the basement and fill the connectivity problem of roadbed, but also can increase the frictional force of filling the roadbed on the basal plane, guarantee the structural stability of filling the roadbed.
Drawings
Fig. 1 is a schematic diagram of a high fill subgrade structure according to an exemplary embodiment of the utility model.
FIG. 2 is a schematic diagram of a quincunx tamper point arrangement in accordance with an exemplary embodiment of the present invention.
FIG. 3 is a schematic view of the rammer point arrangement shown in FIG. 2.
Fig. 4 is a flow chart of the construction of the high fill roadbed structure according to the exemplary embodiment of the utility model.
Fig. 5 is a schematic structural view of a slope protection structure according to an exemplary embodiment of the present invention.
The labels in the figure are: 1-a first-level slope, 2-a second-level slope, 3-a third-level slope, 4-a platform, 5-a geogrid, 6-a reverse slope step, 7-a water blocking ridge, 8-a drainage ditch, 9-a foot wall, 10-a current soil layer, 11-a road surface, 12-a blind ditch, 13-a base, 14-a embankment, 15-a spray-sown organic material protection structure, 151-an anchor rod, 152-a bottom slope protection net, 153-a top slope protection net, 154-a concrete cushion block and 155-an organic material.
Detailed Description
The high fill roadbed structure and the construction method of the utility model are further described in detail below with reference to the accompanying drawings and embodiments, so that the objects, technical schemes and advantages of the utility model are more clearly understood. It should be understood that the specific embodiments described herein are merely illustrative of the utility model and are not intended to limit the utility model.
Example 1
Fig. 1 shows a high fill subgrade structure according to an exemplary embodiment of the present invention. The high fill subgrade mainly comprises: basement 13 and embankment 14, embankment 14 fills on basement 13 layer by layer, and embankment 14 includes road surface 11 and side slope, and the road surface sets up at the embankment top, and the both sides on road surface are the side slope, to highly being greater than 15 meters high fill road bed, adopts the form of hierarchical side slope, and the stability of road bed can be strengthened to multistage side slope, and the inboard is single-stage side slope in this embodiment, and the outside sets up tertiary side slope, in the road surface outside, embankment 14 from the top down has set gradually third level slope 3, second level slope 2 and first level slope 1, and the slope rate of third level slope 3 is 1: 1.5, the slope ratio of the second-stage slope 2 is 1: 1.75, the slope rate of the first grade slope 1 is 1: 2, a platform 4 is arranged between each grade of slope, the width of the platform 4 is 2m, a drainage ditch 8 is arranged on the platform 4, and geogrids 5 are laid at the embankment parts corresponding to the second grade of slope 2 and the third grade of slope 3; the foundation 13 is dug with reverse slope steps 6, slope rates of side slopes on two sides of third-level slopes 3 on two sides of the road surface 11 are equal, water blocking ridges 7 are dug on two sides of the road surface 11, and the water blocking ridges 7 are 0.3m wide and 0.2m high.
As one of various embodiments, a slope protection structure is arranged on the side slope of the high fill subgrade, the slope protection structure comprises one or more of a three-dimensional net protection structure, a spray-seeding organic material protection structure or a spray concrete protection structure, the slope protection structure is arranged, the side slope landslide can be effectively prevented, the slope protection structure can adopt the three-dimensional net protection structure, the three-dimensional net protection structure has low construction cost, meanwhile, the three-dimensional net is also favorable for the growth of vegetation, the overall and local stability of the side slope can be improved by utilizing a developed root system of the vegetation, the shear strength and the rainwater erosion resistance of the side slope can be improved, the spray-seeding organic material protection structure 15 can also be adopted, as shown in fig. 5, the spray-seeding organic material protection structure 15 is arranged on the side slope surface outside the embankment, the spray-seeding organic material protection structure comprises an anchor rod 151 anchored into the side slope, the anchor rod 151 is anchored into a base 13, a bottom layer net 152 and a slope protection net 153 are arranged on the anchor rod 151, bottom slope protection net 152 relies on the interval arrangement to be the wave at the concrete cushion 154 at the stock 151 anchor position and arranges, top layer slope protection net 153 is levelly and smoothly laid, through installing concrete cushion 154 interval at the position that the stock 151 anchor goes into the side slope, makes bottom slope protection net 152 installs in concrete cushion 154 top at concrete cushion 154 position department, does not have concrete cushion 154 department to install near the side slope face for bottom slope protection net 152 is the wave and arranges, and organic material protective structure 15 is broadcast in spraying of this kind of structural style, and organic material 155 that enables bottom slope protection net 152 upside and downside spray-cast forms the structure nonparallel with the side slope face to reduce the problem of side slope landslide, improve side slope structural stability. In addition, a concrete spraying protection structure can be adopted, and the protection structure is formed by arranging anchor rods, weaving galvanized wire nets by a laying machine and spraying concrete.
As one of various embodiments, a foot protection wall 9 is built at the bottom of the first-stage slope 1, and the foot protection wall 9 is used for shrinking a slope foot too far and can prevent rainwater from eroding a slope bottom to stabilize the slope; the foot protection wall 9 is made of C20 stone concrete, so that engineering materials can be saved, construction budget is reduced, and a drainage ditch 8 is arranged beside the foot protection wall 9; water blocking ridges 7 are dug on two sides of a road surface 11 on an embankment 14, a rapid flow groove (not shown in the figure) is built on the side slope of each grade of slope, the width of the rapid flow groove is 0.2m, the height of the rapid flow groove is 0.2m, a drainage ditch 8 is built on the outer side of a foot protection wall of the first grade slope 1, accumulated water on the road surface is ensured to flow into the water blocking ridges 7, and the accumulated water in the water blocking ridges 7 flows into the drainage ditch 8 through the rapid flow groove, so that the subgrade is prevented from collapsing and settling; the rapid trough adopts waterproof mortar to coat a sealing layer, so that rainwater is prevented from permeating into the roadbed. The bottom of the roadbed is provided with a blind ditch 12, the blind ditch 12 comprises a longitudinal blind ditch (not shown in the figure) and a transverse blind ditch, the blind ditch 12 is adopted to remove surface water permeating in the inside of the roadbed, the roadbed can be prevented from sinking and deforming, the roadbed is prevented from being damaged, and the blind ditch 12 is preferably arranged in a plurality of positions including a base 13, a joint position of the base 13 and an embankment 14 and the embankment 14.
As one of various embodiments, the high fill subgrade slope is greater than 1: 2, digging a reverse slope step 6 with the slope of 2% -4%, wherein the width of each step is not less than 3m, and the slope is more than 1: 2, the foundation 13 of the embankment is dug with the counter-slope step 6, so that the compactness of the filler at the joint of the foundation 13 and the embankment 14 is consistent with that of the filler at the adjacent part, the phenomenon of uneven settlement of the filler at the joint of the foundation 13 and the embankment 14 is avoided, the earthwork grille 5 is arranged in the embankment 14 and comprises a third grade slope 3 corresponding part and a second grade slope 2 corresponding part, two layers of earthwork grille 5 are laid at the third grade slope 3 corresponding part, two ends of the earthwork grille 5 extend to side slopes at two sides, the length is 28m, and the distance is 50 cm; four layers of geogrids 5 are laid at the corresponding part of the second-stage slope 2, two ends of each geogrid extend to the base 13 and the side slope respectively, and the distance between the geogrids 5 is determined according to the height of the counter-slope step 6. The geogrid 5 preferably adopts an integral weldless steel-plastic bidirectional geogrid, the longitudinal tensile strength is not less than 80KN/m, the transverse tensile strength is not less than 80KN/m, the nominal elongation is not more than 3%, the node stripping force is not less than 700N, the longitudinal tensile strength is not less than 72KN/m and the transverse tensile strength is not less than 72KN/m when the elongation is 2%, the breadth is not less than 6m, and the strip width is not less than 17 cm; the integral and durable steel-plastic bidirectional geogrid without welding has the advantages of good integrity and durability, high strength and small deformation, the occlusion interlocking capability of earth and stone fillers among grids can be improved, the lateral displacement among soil bodies can be effectively restrained, the shearing force and the tensile sudden change force transmitted in all directions of the roadbed can be dispersed, the deformation and the cracking of the roadbed can be prevented, and the service life of the roadbed can be prolonged.
As one of various embodiments, the embankment 14 of the high-fill roadbed structure is filled in layers, and ramming points are formed in a quincunx structure, as shown in fig. 2 and 3, the ramming points of the dynamic compaction are uniformly arranged in the quincunx structure, the high-fill roadbed structure is stabilized by improving a roadbed ramming method, the integrity of the roadbed is further improved, the embankment 14 is filled in layers on the base 13, the current soil layer 10 is removed from the top layer of the base 13, the connection firmness of the base 13 and the embankment 14 is improved, road disasters such as settlement and landslide are avoided, and the stability and the safety of the high-fill roadbed structure are ensured.
Example 2
The utility model discloses a construction method of a high fill roadbed structure, which comprises the following steps:
preparation for construction
(1) Construction survey and lofting
Before the roadbed construction, recovering the roadbed center line, retesting all the leveling points and the ground elevations of the middle piles, and adding the leveling points; according to the roadbed middle pile and the design chart, a roadbed side pile is determined; and a route control pile is arranged at a position which is away from the center of the roadbed by a certain distance and is easy to protect.
(2) Review and test before construction
The filling storage amount, the mining and transportation conditions of the stock ground are firstly subjected to reexamination and sampling tests. When the stock ground can not meet the requirements of the engineering, the stock ground is determined again; the filler of the stock ground is subjected to liquid limit, plastic limit, plasticity index and particle analysis tests, and is subjected to water content density, relative density, strength (CBR) tests and compaction tests (heavy type).
When the roadbed filling is selected, the gravel soil and the sand soil are preferably selected, when the gravel soil and the sand soil do not exist, the coarse-grained soil with better gradation is selected, and the coarse-grained soil is compacted under the condition of the optimal water content; the selected filler does not contain humus soil, household garbage soil and silt; the weed, tree root and other impurities are not contained; when the particle size of the soil block exceeds 10cm, the soil block is smashed. When the roadbed filling material is an earth-rock mixture and the strength of the stone material is more than 20MPa, the maximum grain diameter of the stone material does not exceed 2/3 of the thickness of the compacted layer, and when the strength of the stone material is less than 15MPa, the maximum grain diameter of the stone material does not exceed the thickness of the compacted layer. The minimum strength of zero filling and cutting bed filling 0-30 cm below the top surface of the road surface is 8%, and the maximum particle size is 6 cm; the minimum strength of the filler of the road bed 0-30 cm below the top surface of the road surface is 8%, and the maximum particle size is 10 cm; the minimum strength of the filler of the lower road bed 30-80 cm below the top surface of the road surface is 5%, and the maximum particle size is 10 cm; the minimum strength of the filler of the upper embankment 80-150 cm below the top surface of the road surface is 4%, and the maximum particle size is 15 cm; the minimum strength of the filler of the lower embankment more than 150cm below the top surface of the road surface is 3 percent, and the maximum grain diameter is 15 cm; the filler at the road bed is uniform and compact in texture and high in strength.
Substrate treatment
Cutting down all trees and shrubs in the red line range of the building, transporting the cut-down trees and shrubs out of a construction site, and digging out tree roots by using an excavator; transporting domestic garbage, construction garbage and organic residues in the land use range of the roadbed to a waste soil yard for deep burying, and removing barriers and communication facilities in the land use range of the roadbed; the humus, the epidermis, the turf and the garbage on the original ground are removed and transported to a waste soil yard to be stacked in a concentrated manner, and the humus, the epidermis, the turf and the garbage are reserved as greening soil, so that the soil can be recycled, and the soil resource is saved. And after the substrate is cleaned, filling and tamping the pit holes, and rolling the substrate before completely filling. When rolling the substrate, carrying out primary pressing by using a 20t road roller and carrying out mechanical re-pressing by using a 18-21 t compactor, wherein the degree of compaction is determined according to the designed soil filling height; and after the base is rolled, reporting and checking, detecting the compaction degree, retesting the elevation of the roadbed before filling, and filling the roadbed after the inspection is qualified.
Layered filling
When the roadbed is completely and hierarchically filled, a road section with representative geological conditions and section forms is selected on a main line base as a roadbed filling test section, the selected test section is an earth-rock mixed test section, and the length of the test section is 100 m. The compaction rule is summarized by recording different fillers filled in the roadbed of the test section, the filling layer thickness of the different fillers, the mutual matching effect of the compaction machinery and the rolling times reaching the compaction standard, and the loose paving thickness is strictly controlled to guide subsequent roadbed construction.
Filling materials with different properties, horizontally layering, filling in sections and compacting in sections; the same kind of filler is adopted for all the widths of the roadbed at the same horizontal layer; when the earth embankment is filled in layers, the maximum loose paving thickness of each layer of the earth embankment is not more than 30cm, the maximum loose paving thickness of each layer of the earth-rock embankment is not more than 40cm, and the maximum loose paving thickness of each layer of the stone-filled embankment is not more than 50 cm; the continuous thickness of the compacted filling layer of each filler is not less than 50cm, and the minimum compacted thickness of the final layer filled to the top surface of the roadbed is not less than 10 cm. When filling in layers, in order to control the thickness of the filler and ensure the compactness of the filler after filling is completed, the paving area of the filler of each vehicle is calculated according to the thickness of the filler and the square amount of each vehicle in the design specification, grids are formed on the surface of the roadbed by lime, one piece of soil is unloaded from each grid, and the number of loading shovels of each vehicle is fixed. And after the bottom layer filler is filled, sprinkling water for repressing to ensure the compactness of the filler, and filling the next layer after repressing.
When the roadbed is filled in layers, the filler with low moisture or freeze-thaw sensitivity is filled on the upper layer of the roadbed; the filler with lower strength is filled in the lower layer of the roadbed, and the filler with good water permeability is filled in a road section with underground water or a road section in the near water range. Before filling the filler with better water permeability on the compaction layer with poor water permeability, the two sides of the surface of the compaction layer are provided with 2-4% of slopes, corresponding waterproof measures are taken, and the filler with poor water permeability cannot be covered on the filler with good water permeability. When the layered filling is carried out, broken stones or pieces of stones are paved at the bottom of the roadbed, soil and stone mixture with the broken stone content of 50 percent is paved at the upper part, and the paving thickness of each layer is 40 cm.
When the filling roadbed is divided into a plurality of operation sections for construction, if the roadbed joint position can not be alternately filled, the road section filled firstly is divided into 1: 1, steps are left on the slope layer by layer; if the roadbed can be alternatively filled, the roadbed is overlapped in layers, and the length of the overlapped part is not less than 2 m. When the filled filler is changed from the soil-stone mixture to other fillers, the compacted thickness of the last layer of the soil-stone mixture is not more than 300mm, the maximum grain diameter is less than 150mm, and holes do not exist on the surface of the compacted layer. When the roadbed is filled with medium-hard stones and hard stones, the side slopes of the roadbed are piled.
When the filling height is more than 20m, in order to avoid road surface cracking caused by uneven settlement of the embankment, two layers of integral weldless steel-plastic bidirectional geogrids are paved at the road bed, wherein the length of the geogrids is 28m, and the distance between the geogrids is 50 cm. The grid is laid in the width range of the whole roadbed; when the slopes on the two sides of the road 11 are steeper than 1: 1.25, continuously laying four layers of integral weldless bidirectional steel-plastic gratings in the middle of the embankment to ensure the stability of the embankment, wherein the distance between the gratings is determined according to the height of the adverse slope step. When the geogrid is laid, the geogrid is fixed on the step through an anchor, a plurality of pieces of the geogrid are bound and connected through plastic binding buckles or nylon ropes, binding points are arranged every 10-15 cm, at least two binding points are arranged in the stress direction of the geogrid, and the lap joint width of the geogrid is not smaller than 15 cm. When the grating is laid, the grating is laid flatly, tensioned, wrinkled and fixed by inserting nails. Covering the grids with the filler within 48 hours after the grids are laid; when covering the grating, firstly spreading the filler at two ends of the grating, fixing the grating, and then pushing the filler to the middle of the grating. When the grating is rolled, the two sides of the grating are rolled firstly, and then the middle of the grating is rolled; when rolling, the pressing wheel is not in direct contact with the ribs of the grating, and the vehicle cannot run on the non-compacted reinforced body, so that the dislocation of the ribs is avoided. And (4) laying geogrids in the filling area 20m and the excavation area 10m at the longitudinal filling and excavation junction. Before the geogrid is laid, the tensile strength of the geogrid is tested, and a group of tests are carried out every 1000 square meters, so that the tensile strength of the laid geogrid can meet the requirement. When the open face of the filled soil at the middle lower part of the embankment is narrow, after the impact type road roller is punched, a plurality of layers of high-strength geogrids are laid at the open face of the filled soil, so that the roadbed is uniformly stressed, and the uneven settlement is reduced.
Spreading and leveling
The filling and the paving of the roadbed are carried out simultaneously, and when the roadbed is leveled, the roadbed is leveled according to the requirements of three lines, namely a middle line and a side line, and four degrees, namely thickness, compactness, camber and flatness. When the roadbed is leveled, a bulldozer is used for primary leveling, a leveler is used for leveling, a road roller is used for static pressure twice, then the leveler is used for fine leveling, and finally the road roller is used for vibration rolling, so that the compactness meets the design requirement. And flattening the uniformly stacked and discharged filler by using a bulldozer, and then manually matching with a grader to flatten the filler to the flatness required by the design. Leveling the filler, and airing the filler until the water content of the filler is within +/-2% of the specified water content when the water content of the filler is too high; when the water content of the filler is too small, the filler is sprinkled to enable the filler to reach the specified water content within the range of +/-2%.
Roller compaction
The method is characterized in that a heavy vibratory roller is adopted to roll the roadbed in a layering way, and the rolling compaction is carried out on the roadbed according to the principle that two sides are firstly manufactured, then the middle is manufactured, the speed is firstly slow and then fast, the standing is firstly carried out and then vibration is carried out, the strength is firstly weak and then strong, and finally the smooth surface is finished. Before rolling the roadbed, the thickness, the flatness, the water content and the roadbed width of the filling layer are checked, and the roadbed is rolled after the roadbed meets the design requirements. When the road base is rolled, static pressure is carried out for the first time by using a vibratory roller or a large-tonnage roller, wherein the static pressure is slow firstly and then fast, and weak vibration is carried out firstly and then strong vibration is carried out; the maximum rolling speed of the road roller is not more than 4km/h, when rolling, the road roller rolls from two sides to the middle of a straight line section, rolls from the inner side to the outer side of a small-radius curve section in a longitudinal withdrawing mode, turns of 1/3 are transversely overlapped, the transverse joint of the vibratory roller is overlapped by 0.4-0.5 m, and the longitudinal joint of the three-wheeled road roller is overlapped by 1.0-2.5 m. The roadbed compaction pass is carried out according to the mechanical compaction combination pass provided by the test road section, the roadbed compaction degree is based on the JTJ 051-93 heavy compaction test, and the compaction degree is not lower than 90%. When the height of the road groove is less than 80cm, the compaction degree is not lower than 96% within the range of 80cm lower than the road groove and within 0-80 cm of depth below the bottom surface of the road surface for the filling roadbed; within a depth of 80-150 cm from the bottom surface of the pavement, the compactness is not lower than 94%; when the depth below the bottom surface of the pavement is more than 150cm, the compactness is not lower than 93 percent; for zero fill and cutting beds, the compaction degree is not lower than 96% within 0-80 cm of the depth below the bottom surface of the road surface; for the No. 1 plot, the compaction is not less than 96%. The average value of the compaction settlement difference of the roadbed is not more than 5mm, the standard deviation is not more than 3mm, the compacted width of each filling layer is not less than the design width, and for a filling road section with the height of more than 12m, the roadbed is impacted and rolled once every time when being filled with 2m, and the whole stability and the compaction quality of the roadbed are ensured after being rolled 20 times every time.
In order to enhance the compaction degree and reduce the earthwork settlement after construction, a high-performance road roller is used for carrying out pressure compensation on a high-filling roadbed and a roadbed behind a platform; the high-performance road roller is an impact road roller or a hydraulic road roller, and triangular impact rolls are adopted for rolling. The maximum tamping potential energy of the hydraulic road roller is 30kJ, the tamping potential energy of a 10kJ12 hammer is adopted at the first row of tamping points behind the abutment, the tamping powers of 30KJ9 hammers are adopted at other tamping points, and the maximum tamping potential energy of the impact road roller is 30 kJ. When pressure compensation is carried out on the culvert section, the distance between the lowest pressure compensation surface of the culvert top and the culvert top is not less than 2.5 m; the distance between the culvert top and the geogrid on the culvert top is not less than 1.5 m; when the pressure compensation is carried out, two sides of the roadbed are tamped to the center of the road, and the two sides of the roadbed are tamped to the direction far away from the abutment. In each round of stamping passes of the impact type road roller, the tamping points are arranged into a regular triangle, the clear distance between adjacent tamping points is 50cm, and the tamping point of the next round of stamping passes is positioned at the center of the regular triangle tamping point arranged in the round.
To increaseThe method comprises the steps of enhancing the physical and mechanical parameters of the soil body, improving the stability of the roadbed, and dynamically compacting the soil body which is not compacted and has stable settlement, wherein the dynamic compaction range is a road range (K1+700-K2+100) section, K is a mileage pile, the dynamic compaction processing surface is 3-8 m below the road surface, and the dynamic compaction width is within 5m beyond the side line of the road along the transverse direction of the road. When the dynamic compaction is carried out on the roadbed, the field dynamic compaction test is carried out firstly, and after one to several weeks, the dynamic compaction test field is detected to determine various dynamic compaction parameters. The ramming energy of the dynamic compaction is 4000 KN.m, the weight of the rammer is 15-25T, and the area of the bottom of the rammer is 5-8 m2A plurality of vent holes communicated with the top surface are symmetrically arranged on the bottom surface of the rammer, and the aperture is 250-300 mm; as shown in figure 2, the tamping points of the dynamic compaction are uniformly arranged in a quincunx shape, and the distance between the tamping points is 5 m. When dynamic compaction is carried out, point compaction is carried out for 2-3 times, the interval time of each dynamic compaction is not less than one week to two weeks, and the interval time is adjusted according to the permeability of foundation soil (the dissipation time of hyperstatic pore water); the tamping times of each tamping point are 8-12 times, and the concrete tamping times are subject to the condition that the difference between the current tamping settlement and the last tamping settlement is less than 5cm, and the soil body uplift height is not higher than 10 cm; and when the difference of the ramming amount exceeds the control value, increasing the ramming times until the difference of the ramming amount of the last two times and the height of the bump meet the requirements. When the roadbed is fully compacted, the tamping energy is 1000KN m, the tamping points are arranged into four middle tamping points, and as shown in figure 3, the tamping is carried out 3 times at each point. When the soil body is in a section with larger water content, a 50X 50cm stone blind ditch is arranged near a tamping point to remove pore water, so that the soil body consolidation effect is better.
When dynamic compaction is carried out, a warning line is arranged in a compaction area, flying stones are prevented from hurting people, and construction safety is ensured. When the vibration of the dynamic compaction has harmful influence on adjacent buildings or equipment, a detection point is arranged, and a co-vibration ditch is dug for vibration prevention. During dynamic compaction, firstly, flattening a construction site to a designed dynamic compaction surface, marking the position of a first-pass compaction point and measuring the elevation of the site; placing the rammer at a ramming point, measuring the height of the top of the hammer before ramming, hoisting the rammer to a preset height, starting a unhooking device, after the unhooking of the rammer freely falls down, putting down a lifting hook, and measuring the height of the top of the hammer; leveling the pit bottom when the rammer is inclined due to the inclination of the pit bottom; when the rammer is too deep to make rammer hammer up difficultAnd stopping tamping, filling materials into the pit until the top of the pit is level, and recording the elevation of a tamping surface again until the elevation meets the specified hammer retracting standard. And after the tamping of the first tamping point is finished, filling and leveling the tamping pit by using a bulldozer, and measuring the elevation of the field. After the specified interval time, completing all tamping times one by one according to the steps, finally fully tamping with low energy, loosening the soil on the surface layer of the field and tamping, and measuring the elevation of the field after tamping. During transverse dynamic compaction construction, firstly, the tamping points close to the road shoulder are constructed, and then the tamping points in the middle of the roadbed are constructed. After the dynamic compaction is finished, the quality detection is carried out by static sounding and heavy dynamic sounding at 3000m2In the range of every 300m2At least one measuring point is arranged, and the measuring point exceeds 3000m2Fraction per 500m2At least one measuring point is provided. Meanwhile, the depth of the detection surface is 0.5-0.8 m below the leveling surface after tamping, and the dynamic compaction construction and detection comply with the relevant requirements of the technical Specification for building foundation treatment (JGJ 79-2002).
Inspection visa
After each layer of filler is compacted, checking the compacted roadbed according to an evaluation standard, and performing pressure supplement on unqualified roadbeds until the roadbed is qualified; and after the test is qualified, performing a sampling test, and after the sampling test is qualified, performing soil filling construction on the next layer or the next section of roadbed.
Roadbed renovation
And when the filler is filled to a position 10-25 cm away from the designed elevation, the technician restores the center line pile and the side pile, measures the elevation of the center line and the side line of the roadbed, the width of the roadbed and the slope of the side slope, and renovates the roadbed according to the measured data after the measurement is finished. When the roadbed is renovated, the unloading quantity is controlled according to the loose thickness, the roadbed is primarily leveled by a bulldozer, and the roadbed is leveled by manually matching with a leveler. When the roadbed is leveled, static pressure is carried out by using a vibratory roller, and compaction is carried out by using a 20t roller; after the roadbed is leveled, temporary torrent grooves are formed in the roadbed slopes, temporary water blocking ridges are formed in the two sides of the roadbed and the field level, and rainwater is made to flow into the temporary torrent grooves and is led to the natural drainage ditches. After the roadbed is renovated, the roadbed is self-checked according to the quality inspection standard, after the self-check is qualified, a supervision engineer reports the roadbed to check, and after the roadbed is qualified, a sprinkler is used for sprinkling water to the roadbed, so that the water content of the filler is in the range of the specified water content + 2%, and the roadbed is prevented from cracking. And after finishing the roadbed renovation, tamping the side slope of the roadbed, and filling the next layer or section of roadbed until the roadbed construction is finished.
The foregoing is merely a detailed description of specific embodiments of the utility model and is not intended to limit the utility model. Various alterations, modifications and improvements will occur to those skilled in the art without departing from the spirit and scope of the utility model.
Claims (10)
1. The utility model provides a high fill roadbed structure, its characterized in that, this high fill roadbed structure includes basement (13) and embankment (14) that is located basement (13), embankment (14) are filling structure, and this embankment (14) top is provided with road surface (11), road surface (11) both sides are the side slope, and under the condition that the side slope height is greater than 15 meters, the side slope is multistage side slope.
2. A high fill roadbed structure according to claim 1, wherein the side slopes comprise a third level slope (3), a second level slope (2) and a first level slope (1) which are arranged from top to bottom in sequence, a platform (4) is arranged between every two levels of side slopes, and the slope rate of the third level slope (3) is 1: 1.5, the slope ratio of the second-stage slope (2) is 1: 1.75, the slope ratio of the first grade slope (1) is 1: 2, a drainage ditch (8) is arranged on the platform (4).
3. A high fill subgrade structure according to claim 1, characterized in that a slope protection structure is arranged on the side slope, and the slope protection structure comprises one or more of a three-dimensional net protection structure, a spray-seeding organic material protection structure (15) or a spray concrete protection structure.
4. The high fill roadbed structure according to claim 3, wherein the spray-seeding organic material protection structure (15) comprises anchor rods (151) anchored into the side slope, a bottom layer slope protection net (152) and a top layer slope protection net (153) are installed on the anchor rods (151), the bottom layer slope protection net (152) is arranged in a wave shape by means of concrete pads (154) arranged at the position where the anchor rods (151) are anchored into the side slope at intervals, and the top layer slope protection net (153) is laid flatly.
5. A high fill subgrade structure according to claim 2, characterized in that a geogrid (5) is arranged in the embankment (14) and comprises two positions, namely a position corresponding to the third grade slope (3) and a position corresponding to the second grade slope (2).
6. A high-fill roadbed structure according to claim 1, characterized in that the foundation (13) of the high-fill roadbed structure is excavated with a counter-slope step (6).
7. A high-fill roadbed structure according to claim 6, wherein the reverse slope steps (6) are arranged at a slope greater than 1: 2, and the slope of the reverse slope step (6) is 2-4%, and the width of each step is not less than 3 m.
8. A high fill subgrade structure according to one of the claims 1 to 7, characterized in that said foundation (13) is used for filling a embankment (14) in layers, said embankment (14) being filled on top of the foundation (13) from which the existing soil layer (10) is removed.
9. A high fill roadbed structure according to any one of the claims 1-7, characterized in that the embankment (14) is built up in layers with ramming points of a quincunx structure.
10. A high-fill roadbed structure according to any one of claims 1 to 7, wherein the bottom of the embankment (14) is provided with blind ditches (12) comprising longitudinal blind ditches and transverse blind ditches.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115262308A (en) * | 2022-08-04 | 2022-11-01 | 保利长大工程有限公司 | Carbonaceous mudstone low-permeability surrounding rock roadbed and grouting equipment |
| CN115262308B (en) * | 2022-08-04 | 2023-09-05 | 保利长大工程有限公司 | Carbonaceous mudstone low-permeability surrounding rock roadbed and grouting equipment |
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