CN108166347B - Widening structure applied to mountain highway retaining wall section and construction method - Google Patents
Widening structure applied to mountain highway retaining wall section and construction method Download PDFInfo
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- CN108166347B CN108166347B CN201810137900.9A CN201810137900A CN108166347B CN 108166347 B CN108166347 B CN 108166347B CN 201810137900 A CN201810137900 A CN 201810137900A CN 108166347 B CN108166347 B CN 108166347B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01C—CONSTRUCTION OF, OR SURFACES FOR, ROADS, SPORTS GROUNDS, OR THE LIKE; MACHINES OR AUXILIARY TOOLS FOR CONSTRUCTION OR REPAIR
- E01C3/00—Foundations for pavings
- E01C3/04—Foundations produced by soil stabilisation
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/046—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
Abstract
The invention discloses a widening structure and a construction method for a mountain highway retaining wall section, wherein the widening structure comprises a first drainage cushion layer arranged on the outer side of an old road retaining wall, a second drainage cushion layer and a third drainage cushion layer which are sequentially arranged upwards along the old road retaining wall, the first drainage cushion layer, the second drainage cushion layer and the third drainage cushion layer jointly form an L-shaped drainage cushion layer, a stone filling roadbed layer and a stone filling roadbed transition layer are sequentially paved in the drainage cushion layer from bottom to top, an earth roadbed filler layer, a roadbed and a pavement are sequentially paved above the stone filling roadbed transition layer, and steps are arranged at the joints of the old road roadbed and the earth roadbed filler layer, the roadbed and the pavement. The method not only can solve the problem of uneven settlement of the new roadbed and the old roadbed, but also can avoid water supply at the joint part of the spliced wide roadbed, and the overall stability of the whole spliced wide roadbed is influenced.
Description
Technical Field
The invention relates to the technical field of highway construction, in particular to a widening structure for preventing uneven settlement and water loss of mountain highway retaining wall sections and a construction method.
Background
In the reconstruction and expansion process of the expressway, some embankment retaining walls are arranged on old road filling roadbeds for saving land occupation. When the road is widened, the old road filling roadbed has long time, the settlement of the roadbed is completed, the compactness of newly spliced roadbed filling soil can reach more than 93%, but after the reconstruction and expansion engineering is completed, the roadbed filling soil at the spliced wide part inevitably generates residual settlement, and the residual settlement can cause longitudinal cracks of the road surface along the driving direction. The cost of later-stage pavement maintenance is increased to cause unnecessary economic loss, and the comfort and the safety of driving are affected.
At present, the widening treatment measures of the retaining wall road sections in the reconstruction and expansion engineering at home and abroad mainly comprise the following steps:
1. directly dismantling retaining wall
And directly dismantling the retaining wall of the old road subgrade to be spliced and widened. The disadvantage of this measure is that the method is feasible when setting short retaining walls or retaining walls, and if the retaining walls are high (the setting height is greater than 2 m), the stability of the old road bed may be affected by directly dismantling the retaining walls. At present, the construction of reconstruction and expansion engineering is required to not interrupt traffic, and traffic on the road surface of an old road still normally passes when the roadbed is spliced and widened. Therefore, once the old road subgrade is unstable after the retaining wall is removed, the safety of constructors can be influenced, and the driving safety of the old road can be seriously influenced.
2. Directly splice the retaining wall
The method has the defects that firstly, the filling material of the spliced wide part is soil filling material, the retaining wall is stone component, and the two parts can generate larger post-construction settlement due to different later stages of materials; secondly, the connection between the old road retaining wall and the spliced wide roadbed filler is problematic, and the connection between the earth filler and the old road roadbed generally requires the old road roadbed to excavate steps with the width of 1m and the height of 2m for splicing, and the retaining wall section cannot excavate steps, so that the connection between the new roadbed and the old roadbed is problematic; thirdly, the unsmooth drainage of junction is problem, because the wide section of piecing together is the soil packing, and the wide section of piecing together simultaneously fills earth and the compaction of barricade concatenation and not have the gap, will produce ponding in the wide position of piecing together like this, but because there is not drainage passageway, consequently ponding can not get rid of in time to influence the intensity of piecing together the wide section newly and filling up roadbed packing, along with the increase of road operating time, can influence the overall stability of whole piecing together wide roadbed even, thereby produce the influence to the driving safety of road.
Disclosure of Invention
Aiming at the problems, the invention provides a widening structure and a construction method for a mountain highway retaining wall section, which can solve the problem of uneven settlement of new and old roadbeds, and avoid water supply at the joint part of the spliced wide roadbeds to influence the overall stability of the whole spliced wide roadbeds.
The technical scheme adopted for solving the technical problems is as follows:
the utility model provides a be applied to widening structure of mountain area highway barricade section, includes that set up in the first drainage bed course in old way barricade outside, upwards set gradually second drainage bed course and third drainage bed course along the old way barricade, first drainage bed course, second drainage bed course and third drainage bed course form the drainage bed course of L type jointly, the upper end of third drainage bed course with the upper end parallel and level of old way barricade, the outside of drainage bed course is from down upwards having laid in proper order and has been filled stone road base layer and filled stone road bed transition layer, just fill the up end of stone road bed transition layer with the up end parallel and level of old way barricade, fill the top of stone road bed transition layer and laid soil matter road bed filler layer, road bed and road surface in proper order, and old way road bed with the junction of soil matter road bed filler layer, road bed and road surface be provided with the step.
Further, the thickness of the drainage mat layer is 50mm.
Further, the thickness of the stone-filled roadbed transition layer is 40cm, the particle size of the filler adopted by the stone-filled roadbed transition layer is smaller than 15cm, and the filler content smaller than 5mm is more than or equal to 30%.
Further, the slope surface of the filling road base layer is a stacking surface, and the stacking thickness is more than or equal to 1m.
Further, the outer side surface of the drainage cushion layer is provided with reverse filtering geotextile.
Further, a first geogrid is arranged between the stone filling roadbed transition layer and the soil roadbed filling layer, a second geogrid is arranged between the soil roadbed filling layer and the roadbed, and one ends, close to the old roadbed, of the first geogrid and the second geogrid are propped against the steps.
Further, the first geogrid is fixedly connected with the stone filling roadbed transition layers of the old roadbed and the new roadbed respectively through reinforcing steel bars, and the second geogrid is fixedly connected with the soil roadbed filling layers of the old roadbed and the new roadbed respectively through reinforcing steel bars.
The widening construction method for mountain highway retaining wall section includes the following steps,
firstly, clearing surface soil on the earth surface of the spliced wide part and a side slope on the upper part of an old road retaining wall according to the width of a new road bed;
secondly, punching and grinding the earth surface of the spliced and widened part until the compactness reaches 91%;
thirdly, paving a first drainage cushion layer on the surface of the spliced and widened part, and paving and arranging first reverse-filtering geotechnical cloth above the first drainage cushion layer;
fourth, a second drainage bedding layer and a stone filling roadbed layer are paved
4.1, paving a second drainage cushion layer upwards along the old road retaining wall above the first drainage cushion layer;
4.2, wrapping the upper side surface and the outer side surface of the second drainage cushion layer with second reverse-filtering geotextile, and overlapping the lower end of the second reverse-filtering geotextile with the first drainage cushion layer;
4.3, paving a stone filling road base layer with the same height as the second drainage mat layer above the first drainage mat layer;
4.4, rolling the second drainage bedding layer and the stone-filled road base layer;
4.5, repeating the operation of the steps 4.1-4.4 until the distance between the upper end surface of the stone filling road base layer and the top end of the old road retaining wall is 40cm;
fifth step, a third drainage bedding layer and a stone-filled roadbed transition layer are paved
5.1, paving a third drainage cushion layer above the second drainage cushion layer upwards along the old road retaining wall to the upper end surface of the old road retaining wall;
5.2, wrapping the upper side surface and the outer side surface of the third drainage cushion layer with third filtering geotextile, and overlapping the lower end of the third filtering geotextile with the stone filling roadbed layer;
5.3, paving a stone filling roadbed transition layer above the stone filling roadbed layer until the upper end face of the old road retaining wall is level;
5.4, rolling the third drainage cushion layer and the stone filling roadbed transition layer;
step six, excavating steps on the slope of the old road roadbed at the upper part of the old road retaining wall;
a seventh step of paving a first geogrid on the upper side of the stone-filled roadbed transition layer, enabling one end, close to an old roadbed, of the first geogrid to lean against a step, and fixedly connecting the first geogrid with the stone-filled roadbed transition layers of the old roadbed and the new roadbed respectively through steel bars;
eighth, paving an earth roadbed filling layer above the stone roadbed transition layer;
a ninth step of paving a second geogrid above the soil roadbed filler layer, enabling one end, close to the old roadbed, of the second geogrid to lean against the step, and fixedly connecting the second geogrid with the soil roadbed filler layers of the old roadbed and the new roadbed respectively through steel bars;
and tenth, paving a roadbed and a pavement above the soil roadbed filling layer in sequence.
Further, in the second, fourth and fifth steps, impact rolling is performed using an impact rolling machine in a range out of 2m from the old road retaining wall, and manual tamping is performed in a range out of 2m from the old road retaining wall.
Further, in step 4.1, the height H of the laid second drainage mat is less than 60cm.
The beneficial effects of the invention are as follows:
1. through setting up the drainage bed course that is L type in the outside of old road barricade (with the side of transversely keeping away from old road roadbed for the outside), can effectually discharge old road barricade and the ponding of piecing together wide position roadbed, guarantee to piece together the intensity that the wide section was newly filled with roadbed filler and whole piecing together wide roadbed's overall stability to guarantee driving safety.
2. Through setting up the stone filled road basic unit, can effectively eliminate the uneven settlement at barricade section piece together wide position to eliminate the road bed crack that uneven settlement produced, guaranteed the driving safety of road and also avoided the longitudinal crack on road surface simultaneously.
3. The stone-filled road base layer can effectively eliminate uneven settlement of the widening part of the retaining wall section on one hand, and on the other hand, the stone-filled road base layer is convenient to draw materials and transport in mountain areas with rich stones, so that the construction cost is reduced, and the construction period is shortened.
Drawings
FIG. 1 is a schematic view of a widening structure of a retaining wall section;
FIG. 2 is an enlarged schematic view of the portion A in FIG. 1;
FIG. 3 is a construction step diagram I;
FIG. 4 is a second construction step;
FIG. 5 is a third construction step;
FIG. 6 is a construction step diagram IV;
in the figure: 11-first drainage cushion layer, 12-second drainage cushion layer, 13-third drainage cushion layer, 2-stone filling road base layer, 3-stone filling road base transition layer, 4-soil roadbed filler layer, 51-road bed, 52-road surface, 6-old road retaining wall, 7-step, 81-first geogrid, 82-second geogrid, 91-first reverse filtering geotextile, 92-second reverse filtering geotextile and 93-third reverse filtering geotextile.
Detailed Description
As shown in fig. 1 and fig. 2, a widening structure applied to a mountain highway retaining wall section includes a first drainage pad layer 11 disposed on a horizontal plane outside an old road retaining wall 6 (outside a side which is far away from an old road foundation in a transverse direction), a second drainage pad layer 12 and a third drainage pad layer 13 are sequentially disposed at a left end of the first drainage pad layer 11 along the old road retaining wall 6, the first drainage pad layer 11, the second drainage pad layer 12 and the third drainage pad layer 13 together form an L-shaped drainage pad layer, and an upper end of the third drainage pad layer 13 is flush with an upper end of the old road retaining wall 6.
As a specific implementation manner, in this embodiment, the thickness N of the drainage mat layer is 50mm, and the drainage mat layer adopts an open graded aggregate (sand or gravel), and the grading should meet the following requirements:
①5d 15 ≤D 15 ≤5d 85
② D 50 ≤25d 50
③D 60 / D 10 ≤20
wherein: dx is the grain diameter (mm) of the bedding open graded aggregate when the passing rate is x%;
dx is the particle size (mm) of the roadbed soil grading at a pass rate of x%.
The outside of drainage bed course (i.e. the top of first drainage bed course 11) has laid in proper order from bottom to top and has filled stone road basic unit 2 and fill stone road bed transition layer 3, just fill the up end of stone road bed transition layer 3 with the up end parallel and level of old road barricade 6. The soil roadbed filling material layer 4, the roadbed 51 and the pavement 52 are paved above the stone filling roadbed transition layer 3 in sequence, and the joint of the old roadbed and the soil roadbed filling material layer 4, the roadbed 51 and the pavement 52 is provided with a step 7.
As a specific embodiment, the thickness of the stone-filled roadbed transition layer 3 in this example is 40cm, the particle size of the filler used for the stone-filled roadbed transition layer 3 is less than 15cm, and the filler content of less than 5mm is greater than or equal to 30%.
Further, for stability of the roadbed, the slope surface of the rock-filled roadbed layer 2 is a stacking surface, and the stacking thickness is greater than or equal to 1m. The stacking stone blocks are regular, the uniaxial saturated compressive strength is more than 30MPa, and the stacking stone blocks are not easy to weather.
Further, in order to prevent fine soil in the filler of the stone-filled road base layer 2 from penetrating into the drainage mat layer with water, the drainage ability of the drainage mat layer is lowered. The lateral surface of drainage bed course on be provided with and strain geotechnique's cloth conversely, first drainage bed course 11 and fill between the stone road basic unit 2 and strain geotechnique's cloth conversely 91 promptly, second drainage bed course 12 and fill between the stone road basic unit 2 and strain geotechnique's cloth conversely 92, third drainage bed course 13 and fill between the stone road transition layer 3 and strain geotechnique's cloth conversely 93. The reverse-filtering geotextile is referred to herein as a first reverse-filtering geotextile 91, a second reverse-filtering geotextile 92, and a third reverse-filtering geotextile 93. As a specific implementation mode, the model of the reverse filtration geotextile in the embodiment is FNG-PET-150, the weight of the geotextile is 150g/m < 2 >, the equivalent hole 095 is less than or equal to 0.21mm, the permeability coefficient is more than or equal to 0.1cm/s, and the gradient ratio GR is less than or equal to 3.
Further, in order to improve the integrity of the roadbed, a first geogrid 81 is arranged between the stone-filled roadbed transition layer 3 and the soil roadbed filler layer 4, a second geogrid 82 is arranged between the soil roadbed filler layer 4 and the roadbed 51, and one ends, close to the old roadbed, of the first geogrid 81 and the second geogrid 82 are abutted against the step 7. As a specific embodiment, the width of the first geogrid 81 and the second geogrid 82 in this example is 6m, the tensile strength is equal to or more than 50KN/m, and the tensile strength at 2% elongation is equal to or more than 20KN/m.
Further, in order to prevent the geogrid from being dislocated upon compaction, the overlap width in the longitudinal direction between adjacent first geogrids 81 is 20cm or more, and the overlap width in the longitudinal direction between adjacent second geogrids 82 is 20cm or more. The first geogrid 81 is fixedly connected with the stone filling roadbed transition layers 3 of the old roadbed and the new roadbed respectively through steel bars, and the second geogrid 82 is fixedly connected with the soil roadbed filler layers 4 of the old roadbed and the new roadbed respectively through steel bars. The interval between the steel bars along the transverse direction and the longitudinal direction is 200cm.
The widening construction method applied to the mountain highway retaining wall section comprises the following steps:
firstly, cleaning surface soil on the earth surface of the spliced and widened part and the side slope on the upper part of the old road retaining wall 6 according to the width of the new road subgrade (namely the spliced and widened subgrade), wherein the thickness M of the surface soil is 30cm.
Secondly, punching and grinding the ground surface of the spliced wide part by adopting an impact grinding machine until the compactness reaches 91%.
Third, as shown in fig. 3, a first drainage mat layer 11 with a thickness N of 50cm is laid on the ground surface of the widening section, and a first reverse-filtering geotechnical cloth 91 is laid over the first drainage mat layer 11 to prevent fine soil of the roadbed filler from penetrating into the first drainage mat layer 11 with water to reduce drainage capacity of the first drainage mat layer 11.
Fourth, a second drainage mat 12 and a stone-filled road base layer 2 are laid
4.1 as shown in fig. 4, a second drainage mat 12 with a thickness N of 50cm and a height H of less than 60cm is laid up the old retaining wall 6 above the first drainage mat 11. Because the drainage cushion layer is of open grading, stones have interlocking function, so the drainage cushion layer with the size cannot be unstable.
4.2 as shown in fig. 5, the second anti-filtering geotextile 92 is wrapped on the upper side and the outer side of the second drainage mat 12, and the lower end of the second anti-filtering geotextile 92 is lapped with the first drainage mat 11, preferably, the lapping width L is 20cm.
4.3 as shown in fig. 6, a rock-filling road base layer 2 with the same height H as the second drainage mat layer 12 is laid on the first drainage mat layer 11.
Since the stone filler for paving the stone-filled road base layer 2 is generally mountain-digging stones in the excavated section, the excavated section is generally excavated by adopting a static blasting technology, the grain size of the blasted stones is generally irregular and larger, and if the grain size is controlled to be too small, the blasted stones are more laborious to perform secondary processing, uneconomical and delays the construction period; if the controlled stone grain size is too large, the stone embankment cannot be crushed to achieve the compaction degree required by the specifications. In the invention, the paving thickness of each layer of the stone-filled road base layer 2 is equal to the paving height H of the second drainage mat layer 12 in terms of economy and technology, namely, the paving thickness of each layer of the stone-filled road base layer 2 is less than or equal to 60cm, the particle size of the stone filler used for paving the stone-filled road base layer 2 is less than 2/3 of the paving layer thickness, and the porosity of the stone-filled road base layer 2 is less than 25%.
4.4, rolling the second drainage mat 12 and the rock-filled road base layer 2.
4.5, repeating the operation of the steps 4.1-4.4 until the distance between the upper end surface of the rock-filled road base layer 2 and the top end of the old road retaining wall 6 is 40cm.
Fifth, a third drainage mat layer 13 and a stone-filled roadbed transition layer 3 are paved
And 5.1, paving a third drainage cushion layer 13 with the thickness of 50cm above the second drainage cushion layer 12 upwards along the old road retaining wall 6 until the upper end surface of the third drainage cushion layer 13 is flush with the upper end surface of the old road retaining wall 6.
And 5.2, wrapping the third filtering geotextile 93 on the upper side surface and the outer side surface of the third drainage cushion layer 13, and overlapping the lower end of the third filtering geotextile 93 with the stone-filling road base layer 2, wherein the overlapping width is preferably 20cm.
And 5.3, paving a stone filling roadbed transition layer 3 above the stone filling roadbed layer 2, and enabling the upper end face of the stone filling roadbed transition layer 3 to be flush with the upper end face of the old road retaining wall 6.
And 5.4, rolling the third drainage mat layer 13 and the stone filling roadbed transition layer 3.
And sixthly, excavating a step 7 on the side slope of the old road roadbed positioned at the upper part of the old road retaining wall 6.
And seventh, paving a first geogrid 81 on the upper side of the stone-filled roadbed transition layer 3, enabling one end, close to the old roadbed, of the first geogrid 81 to lean against the step 7, and fixedly connecting the first geogrid 81 with the stone-filled roadbed transition layers 3 of the old roadbed and the new roadbed respectively through reinforcing steel bars.
And eighth step, paving an earth roadbed filling layer 4 above the stone filling roadbed transition layer 3.
In order to ensure that the compactness of the soil roadbed filler layer 4 reaches 94%, the soil roadbed filler layer 4 is rolled and compacted once when being paved, each 15cm thick.
And ninth, paving a second geogrid 82 above the soil roadbed filler layer 4, enabling one end, close to the old roadbed, of the second geogrid 82 to lean against the step 7, and fixedly connecting the second geogrid 82 with the soil roadbed filler layers 4 of the old roadbed and the new roadbed respectively through reinforcing steel bars.
Tenth, a road bed 51 and a road surface 52 are sequentially laid on the soil roadbed filler layer 4.
Since vibration of the impact rolling machine affects the structure of the old road retaining wall 6, impact rolling is performed by the impact rolling machine in a range out of the old road retaining wall 62m and manual rolling is performed in a range out of the old road retaining wall 62m in the second, fourth and fifth steps.
As a specific embodiment, the impact roller machine described in this example employs a 25KJ impact roller.
Claims (7)
1. Be applied to mountain area highway barricade section's structure of widening its characterized in that: the novel roadbed filling device comprises a first drainage cushion layer arranged on the outer side of an old road retaining wall, a second drainage cushion layer and a third drainage cushion layer which are sequentially arranged upwards along the old road retaining wall, wherein the first drainage cushion layer, the second drainage cushion layer and the third drainage cushion layer jointly form an L-shaped drainage cushion layer, the upper end of the third drainage cushion layer is flush with the upper end of the old road retaining wall, a stone filling roadbed layer and a stone filling roadbed transition layer are sequentially paved outside the drainage cushion layer from bottom to top, the upper end face of the stone filling roadbed transition layer is flush with the upper end face of the old road retaining wall, a soil roadbed filler layer, a roadbed and a road surface are sequentially paved above the stone filling roadbed transition layer, and steps are formed at the joint of the old road roadbed and the soil roadbed filler layer, the roadbed and the road surface;
the outer side surface of the drainage cushion layer is provided with reverse filtering geotextile;
a first geogrid is arranged between the stone filling roadbed transition layer and the soil roadbed filling layer, a second geogrid is arranged between the soil roadbed filling layer and the roadbed, and one ends of the first geogrid and the second geogrid, which are close to the old roadbed, are abutted against the steps;
the first geogrid is fixedly connected with the stone filling roadbed transition layers of the old roadbed and the new roadbed respectively through steel bars, and the second geogrid is fixedly connected with the soil roadbed filling layers of the old roadbed and the new roadbed respectively through steel bars;
when the drainage cushion layer, the rock filling roadbed layer and the rock filling roadbed transition layer are paved,
firstly, paving a first drainage cushion layer, and paving a first reverse filtering geotechnical cloth above the first drainage cushion layer;
secondly, a second drainage cushion layer with a certain thickness is paved above the first drainage cushion layer upwards along the old road retaining wall, a second reverse filtering geotechnical cloth is wrapped on the upper side surface and the outer side surface of the second drainage cushion layer, and then a stone filling road base layer with the same height as the second drainage cushion layer is paved above the first drainage cushion layer; repeating the above operation for several times until the distance between the upper end surface of the stone filling road base layer and the top end of the old road retaining wall is 40cm;
third, lay the third drainage bed course upwards along old way barricade in the top of second drainage bed course to wrap up with third filtration geotechnique cloth in the upside and the outside of third drainage bed course, then lay the stone-filled road bed transition layer in the top of filling the stone road basic unit, the up end of stone-filled road bed transition layer and the up end of third drainage bed course and the up end parallel and level of old way barricade.
2. The widening structure for mountain highway retaining wall segments according to claim 1, wherein: the thickness of the drainage mat layer was 50mm.
3. The widening structure for mountain highway retaining wall segments according to claim 1, wherein: the thickness of the stone filling roadbed transition layer is 40cm, the particle size of the filler adopted by the stone filling roadbed transition layer is smaller than 15cm, and the filler content smaller than 5mm is more than or equal to 30%.
4. The widening structure for mountain highway retaining wall segments according to claim 1, wherein: the side slope surface of the filling road base layer is a stacking surface, and the stacking thickness is greater than or equal to 1m.
5. The widening construction method applied to the mountain highway retaining wall section is characterized by comprising the following steps of: comprises the steps of,
firstly, clearing surface soil on the earth surface of the spliced wide part and a side slope on the upper part of an old road retaining wall according to the width of a new road bed;
secondly, punching and grinding the earth surface of the spliced and widened part until the compactness reaches 91%;
thirdly, paving a first drainage cushion layer on the surface of the spliced and widened part, and paving and arranging first reverse-filtering geotechnical cloth above the first drainage cushion layer;
fourth, a second drainage bedding layer and a stone filling roadbed layer are paved
4.1, paving a second drainage cushion layer upwards along the old road retaining wall above the first drainage cushion layer;
4.2, wrapping the upper side surface and the outer side surface of the second drainage cushion layer with second reverse-filtering geotextile, and overlapping the lower end of the second reverse-filtering geotextile with the first drainage cushion layer;
4.3, paving a stone filling road base layer with the same height as the second drainage mat layer above the first drainage mat layer;
4.4, rolling the second drainage bedding layer and the stone-filled road base layer;
4.5, repeating the operation of the steps 4.1-4.4 until the distance between the upper end surface of the stone filling road base layer and the top end of the old road retaining wall is 40cm;
fifth step, a third drainage bedding layer and a stone-filled roadbed transition layer are paved
5.1, paving a third drainage cushion layer above the second drainage cushion layer upwards along the old road retaining wall to the upper end surface of the old road retaining wall;
5.2, wrapping the upper side surface and the outer side surface of the third drainage cushion layer with third filtering geotextile, and overlapping the lower end of the third filtering geotextile with the stone filling roadbed layer;
5.3, paving a stone filling roadbed transition layer above the stone filling roadbed layer until the upper end face of the old road retaining wall is level;
5.4, rolling the third drainage cushion layer and the stone filling roadbed transition layer;
step six, excavating steps on the slope of the old road roadbed at the upper part of the old road retaining wall;
a seventh step of paving a first geogrid on the upper side of the stone-filled roadbed transition layer, enabling one end, close to an old roadbed, of the first geogrid to lean against a step, and fixedly connecting the first geogrid with the stone-filled roadbed transition layers of the old roadbed and the new roadbed respectively through steel bars;
eighth, paving an earth roadbed filling layer above the stone roadbed transition layer;
a ninth step of paving a second geogrid above the soil roadbed filler layer, enabling one end, close to the old roadbed, of the second geogrid to lean against the step, and fixedly connecting the second geogrid with the soil roadbed filler layers of the old roadbed and the new roadbed respectively through steel bars;
and tenth, paving a roadbed and a pavement above the soil roadbed filling layer in sequence.
6. The widening construction method for the mountain highway retaining wall section, as set forth in claim 5, is characterized in that: in the second, fourth and fifth steps, impact rolling is performed using an impact rolling machine in a range out of 2m from the old road retaining wall, and manual compaction is performed in a range out of 2m from the old road retaining wall.
7. The widening construction method for the mountain highway retaining wall section, as set forth in claim 5, is characterized in that: in step 4.1, the height H of the laid second drainage mat is less than 60cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810137900.9A CN108166347B (en) | 2018-02-10 | 2018-02-10 | Widening structure applied to mountain highway retaining wall section and construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810137900.9A CN108166347B (en) | 2018-02-10 | 2018-02-10 | Widening structure applied to mountain highway retaining wall section and construction method |
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| Publication Number | Publication Date |
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| CN108166347A CN108166347A (en) | 2018-06-15 |
| CN108166347B true CN108166347B (en) | 2023-08-25 |
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| CN201810137900.9A Active CN108166347B (en) | 2018-02-10 | 2018-02-10 | Widening structure applied to mountain highway retaining wall section and construction method |
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| CN103628378A (en) * | 2013-11-12 | 2014-03-12 | 江苏省镇江市路桥工程总公司 | Waterside road broadened embankment structure and construction method thereof |
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| CN208088040U (en) * | 2018-02-10 | 2018-11-13 | 山东省交通规划设计院 | A kind of widened structure applied to mountain highway barricade section |
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