CN111827031A - Construction method of stone-filled embankment - Google Patents
Construction method of stone-filled embankment Download PDFInfo
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- CN111827031A CN111827031A CN202010679926.3A CN202010679926A CN111827031A CN 111827031 A CN111827031 A CN 111827031A CN 202010679926 A CN202010679926 A CN 202010679926A CN 111827031 A CN111827031 A CN 111827031A
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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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Abstract
The application provides a construction method of a stone-filled embankment, and belongs to the technical field of highway engineering. The construction method of the stone-filled embankment comprises the following steps: the method comprises the following steps of ground foundation bed treatment, measurement and setting-out, roadbed stone filling and edge-covered soil filling, geotextile and geomembrane laying, pipeline embedding, soil road foundation layer laying, and finally laying a road surface structure layer on the soil road foundation layer. According to the construction method of the stone-filled embankment, the geotextile and the geomembrane are arranged, so that the water on the upper portion of the roadbed is isolated, the water on the upper portion of the pavement is prevented from entering the stone-filled roadbed to wash out filling seam aggregate in gaps of the stone-filled roadbed, and the overall stability of the roadbed is ensured. And a plurality of pipelines are arranged above the geomembrane, so that water on the upper part of the roadbed can seep into the pipelines and is intensively discharged into drainage ditches dug on two sides of the roadbed, and the soil roadbed layer plays a role in protecting the structure of the rockfill roadbed by draining the water on the upper part of the roadbed, thereby protecting the integral stability of the roadbed.
Description
Technical Field
The invention belongs to the technical field of highway engineering, and particularly relates to a construction method of a stone-filled embankment.
Background
There are many roadbed filling materials, but various filling materials have high requirements on external conditions. The roadbed filling material is influenced by external climate besides the quality requirement of the roadbed filling material on the soil material, and the roadbed filling speed is limited by the external climate condition; the sea sand filling material has little influence on the external climate but has high requirement on the slope stability protection, and has sufficient material source; compared with a soil filler, the stone filler is slightly influenced by external weather, has a wide material source compared with a sea sand filler, but has high porosity among fillers and larger damage of water to the quality of the fillers.
The filling materials in the stone-filled roadbed have high porosity, water easily permeates into the roadbed along the road surface and the side slope and can wash away the filling materials in the stone gaps, the water permeability of the filling materials of the stone roadbed is good, the possibility of water permeating into the ground bed is greatly increased, and the integral stability of the roadbed is damaged inestimably.
Disclosure of Invention
In view of the above, the present invention aims to provide a method for constructing a stone-filled embankment, so as to solve the problem in the prior art that large water easily enters a roadbed due to hollow gaps of fillers, so that the quality of the roadbed is affected.
The application provides a construction method of a stone-filled embankment, which comprises the following steps:
the method comprises the steps that firstly, a ground foundation bed is processed, the bearing capacity data of the ground foundation bed are obtained, and when the bearing capacity of the ground foundation bed cannot meet the requirement of bearing the total weight of a stone-filled embankment, the ground foundation bed is processed, changed and filled or tamped;
measuring and setting out to obtain a construction position on the ground foundation bed;
thirdly, filling stones and edge-covered soil of the roadbed, filling stones on the ground foundation bed, respectively arranging reserved intervals between the stone-filled roadbed and slope sides on two sides of the roadbed and between the stone-filled roadbed and a road bed above the stone-filled roadbed, paving a gravel cushion layer with a preset thickness above the stone-filled roadbed, and performing edge-covered soil foundation filling construction on the stone-filled roadbed and two sides of the gravel cushion layer;
fourthly, laying geotextile, namely laying the geotextile above the broken stone cushion layer and the edge-covered roadbed on the two sides of the broken stone cushion layer, and laying a geomembrane on the geotextile;
fifthly, pipeline embedding and pavement of an earth roadbed layer, arranging pipelines on the geomembrane, then paving filling soil of the earth roadbed layer on the geomembrane for construction, and embedding the pipelines in the earth roadbed layer;
and step six, paving a pavement structure layer on the soil roadbed layer.
Preferably, in the first step, before the ground bedding treatment, the ground needs to be cleaned, including removing weeds, tree roots, humus soil and the like, so that the ground meets the technical specification.
Preferably, in the step one,
the bearing capacity of the ground foundation bed
Wherein r isiThe weight of the i-type filler after compaction; h isiDesigning i filling heights, wherein the i filling heights comprise the converted height of the traffic load; []Allowing bearing capacity for the ground foundation bed; k is the safety coefficient of the stone-filled embankment; the ground foundation bed bearing capacity required by the stone-filled embankment.
Preferably, the construction method of the stone-filled embankment further comprises:
and seventhly, constructing a side slope torrent tank and a drainage ditch, wherein a plurality of torrent tanks are arranged on the side slope of each edge-covered soil roadbed, and longitudinal drainage ditches along the side slope are respectively dug at two sides of the roadbed, so that each torrent tank is communicated to the drainage ditch at one side of the side slope.
Preferably, in the second step, the method for acquiring the construction position on the ground bed comprises:
and calibrating a plurality of coordinates of the slope foot line of the roadbed by using a measuring instrument, and then drawing the actual foot line position according to each coordinate.
Preferably, in the third step, the reserved interval is at least 1.5 m.
Preferably, in the third step, the preset thickness is at least 0.2 m.
Preferably, in the fourth step, before the geotextile is laid, the broken stone cushion layer needs to be leveled and compacted, so that the broken stone cushion layer is prevented from cutting the geotextile.
Preferably, in the fifth step, the pipeline is made of PVC pipes, and each PVC pipe is provided with a through hole.
Preferably, the diameter of each PVC pipe is at least 0.15m, the diameter of each through hole of each PVC pipe is at least 0.01m, and each through hole is plum blossom-shaped.
Preferably, each of the pipelines is laid substantially perpendicular to the longitudinal direction of the roadbed, and each of the pipelines is uniformly distributed along the longitudinal direction of the roadbed with a space of 40m to 60m between each adjacent pipeline.
The application has the following beneficial effects:
according to the construction method of the stone-filled embankment, the geotextile and the geomembrane are arranged, so that the water on the upper portion of the roadbed is isolated, the water on the upper portion of the pavement is prevented from entering the stone-filled roadbed to wash out filling seam aggregate in gaps of the stone-filled roadbed, and the overall stability of the roadbed is ensured. And a plurality of pipelines are arranged above the geomembrane, so that water on the upper part of the roadbed can seep into the pipelines and is intensively discharged into drainage ditches dug on two sides of the roadbed, and the protection of a roadbed structure is realized through the drainage of the water on the upper part of the roadbed, so that the stability of the roadbed is protected.
Drawings
The above and other objects, features and advantages of the present invention will become more apparent from the following description of the embodiments of the present invention with reference to the accompanying drawings.
Fig. 1 is a flowchart of a construction method of a stone-filled embankment according to an embodiment of the present invention;
fig. 2 is a schematic cross-sectional structure view of a roadbed filling structure according to an embodiment of the present invention.
The construction method comprises the following steps of 1-ground foundation bed, 2-edge covered soil roadbed, 3-rockfill roadbed, 4-geotextile, 5-geomembrane, 6-pavement structure layer, 7-pipeline, 8-drainage ditch, 9-soil roadbed layer and 10-gravel cushion layer.
Detailed Description
Various embodiments of the present invention will be described in more detail below with reference to the accompanying drawings. Like elements in the various figures are denoted by the same or similar reference numerals. For purposes of clarity, the various features in the drawings are not necessarily drawn to scale.
Referring to fig. 1 and 2, the present application provides a method for constructing a stone-filled embankment, including:
step one, processing a ground foundation bed 1, acquiring bearing capacity data of the ground foundation bed 1, and when the bearing capacity of the ground foundation bed 1 cannot meet the requirement of bearing the total weight of a rock-filled embankment, performing treatment, replacement filling or tamping treatment on the ground foundation bed 1.
The bearing capacity of the ground foundation bed
Wherein r isiThe weight of the i-type filler after compaction; h isiDesigning i filling heights, wherein the i filling heights comprise the converted height of the traffic load; []Allowing bearing capacity for the ground foundation bed; k is the safety coefficient of the stone-filled embankment; the ground foundation bed bearing capacity required by the stone-filled embankment.
It should be understood that the bearing capacity of the ground foundation bed 1 is first detected and calculated from the load, and then compared with the weight of the rock-filled embankment, when the ground foundation bed 1 can satisfy the weight of the entire rock-filled embankment, that is, when the ground foundation bed 1 can satisfy the weight of the entire rock-filled embankment
No other operations are required. When the ground bed 1 cannot satisfy the weight of the entire embankment,
in time, the ground foundation bed 1 needs to be disposed, refilled or tamped.
Secondly, measuring and setting out to obtain a construction position on the ground foundation bed 1; the method for acquiring the construction position on the ground foundation bed 1 comprises the following steps: and calibrating a plurality of coordinates of the slope foot line of the roadbed by using a measuring instrument, and then drawing the actual foot line position according to each coordinate.
The GPS-RTK carrier phase difference technology or the total station can be adopted, the water level instrument is matched to measure the center line and the cross section of the roadbed, the elevation of the roadbed and the elevation of the ground bed 1 are measured according to a drawing, the distance from the downhill leg line of the cross section of each roadbed to the center line of the roadbed is accurately calculated, the corresponding slope leg coordinate is calculated through the route curve element according to the distance from the downhill leg to the center line of the roadbed, and the GPS-RTK carrier phase difference technology or the total station is used for actually releasing the position of each slope leg line according to the corresponding coordinate.
Step three, filling stones and edge-covered soil filling of the roadbed, wherein the stones are filled on the ground foundation bed 1, reserved intervals are respectively arranged between the stone filling roadbed 3 and the two sides of the roadbed and between the roadbed above the stone filling roadbed 3, a gravel cushion layer 10 with a preset thickness is paved above the stone filling roadbed 3, and edge-covered soil filling construction of the soil filling roadbed 2 is carried out on the two sides of the stone filling roadbed 3 and the gravel cushion layer 10.
In the embodiment, referring to fig. 2, the roadbed includes a rockfill roadbed 3 and an edge-covered soil roadbed 2, and in the third step, the rockfill roadbed 3 is subjected to rockfill construction and the edge-covered soil roadbed 2 is subjected to filling construction respectively. It should be understood that the rockfill subgrade 3 is in an isosceles trapezoid shape, a broken stone cushion layer 10 with the thickness of at least 0.2m is paved on the upper portion of the rockfill subgrade 3, and the top surface of the broken stone cushion layer 10 is ensured not to have sharp broken stone edges and corners, so that the condition of a flat surface is created for the subsequent paving of the geotextile 4.
And edge-covered soil foundations 2 with reserved intervals of at least 1.5m are respectively arranged on the side slopes on the two sides of the stone-filled roadbed 3, namely the edge-covered soil foundations 2 with the thickness of at least 1.5m are laid on the side slopes on the two sides of the stone-filled roadbed 3, and the edge-covered soil foundations 2 play a role in protecting the stone-filled roadbed 3. As will be understood by those skilled in the art, there are measures for preventing soil erosion and water loss on the side slope of the covered soil subgrade 2, such as pre-burying protective nets on the side slope, planting plants on the side slope of the covered soil subgrade 2, etc.
The reserved distance between the top surface of the stone-filled subgrade 3 and the roadbed (namely the top surface of the roadbed layer 9) is at least 1.5m, namely, at least 1.5m of engineering work needs to be laid above the stone-filled subgrade 3. For example, a gravel cushion layer 10 of 0.2m is laid above the rockfill subgrade 2 at a preset interval of 1.5m, the thickness of the geotextile 4 and the geomembrane 5 is small and can be ignored, and therefore a soil subgrade layer 9 of about 1.3m needs to be arranged above the gravel cushion layer 10.
And fourthly, paving the geotextile 4 above the gravel cushion layer 10 and the edge-covered roadbed 2 on the two sides of the gravel cushion layer, and paving the geomembrane 5 on the geotextile 4.
It will be appreciated that the dirt bed 2 is level with the height of the geotextile mat 10, and that it is necessary to level and compact the geotextile mat 10 before laying the geotextile 4, so as to prevent the geotextile 4 from being cut by the geotextile mat 10.
Fifthly, burying the pipeline 7 and paving the soil foundation layer 9, arranging the pipeline 7 on the geomembrane 5, then paving the filling construction of the soil foundation layer 9 on the geomembrane 5, and burying the pipeline 7 in the soil foundation layer 9.
In this embodiment, the pipeline 7 is made of PVC pipes, and each PVC pipe is provided with a through hole. The diameter of each PVC pipe is at least 0.15m, the diameter of each through hole of each PVC pipe is at least 0.01m, and each through hole is in a quincunx shape. The pipeline 7 that sets up plays the drainage effect to water, prevents the siltation scheduling problem of water.
In this embodiment, each of the pipes 7 is laid substantially perpendicular to the longitudinal direction of the subgrade, so that the pipes 7 guide water to slopes on both sides of the subgrade. The pipelines 7 are uniformly distributed along the longitudinal direction of the roadbed, and the interval between every two adjacent pipelines 7 is 40 m-60 m. The pipelines 7 arranged at intervals have good drainage effect, and the drainage effect on the roadbed is greatly improved.
And step six, paving a road surface structural layer 6 on the soil base layer 9. It should be understood that the pavement structure layer 6 is disposed on the soil base layer 9, and the pavement structure layer 6 includes a base course, a surface course and the like from bottom to top.
In the first step, before the ground foundation bed 1 is processed, the ground needs to be cleaned, including removing weeds, tree roots, humus soil, etc., so that the ground meets the technical specification.
The construction method of the stone-filled embankment further comprises the following steps: and seventhly, constructing side slope torrent grooves and drainage ditches 8, arranging a plurality of torrent grooves on the side slope of each covered soil roadbed 2, and respectively digging drainage ditches 8 along the longitudinal direction of the roadbed at two sides of the roadbed so that each torrent groove is communicated to the drainage ditch 8 at one side of the roadbed. It should be understood that the torrent troughs are arranged on the side slope outside each covered soil subgrade 2, and one side of each torrent trough is communicated to the road surface structure layer 6 on the upper part of the subgrade, so that water on the road surface structure layer 6 can flow down conveniently, a diversion effect is realized on the water, and the side slope scouring of the covered soil subgrade 2 is avoided.
Two ends of each pipeline 7 are respectively communicated to one torrent groove, water in the pipelines 7 can be discharged to the drainage ditch 8 through the torrent grooves, so that the covered edge soil roadbed 2 is protected, and soil erosion caused by water and soil erosion is prevented. It should be understood that the rapid trough is a concrete structure trough body, which guides water and protects the edge-covered soil roadbed 2 from water and soil loss.
According to the construction method of the stone-filled embankment, the geotextile 4 and the geomembrane 5 are arranged, so that the water on the upper portion of the roadbed can be isolated, the water on the upper portion of the pavement can be prevented from entering the stone-filled roadbed 3 to wash out gap filling granules in gaps of the stone-filled roadbed 3, and the overall stability of the roadbed can be guaranteed. And a plurality of pipelines 7 are arranged above the geomembrane, so that water on the upper part of the roadbed can seep into the pipelines 7 and is intensively discharged into drainage ditches 8 dug on two sides of the roadbed, and the protection of the structure of the roadbed layer 9 is realized by draining the water on the upper part of the roadbed, so that the stability of the roadbed is protected.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
Finally, it should be noted that: it should be understood that the above examples are only for clearly illustrating the present invention and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications of the invention may be made without departing from the scope of the invention.
Claims (10)
1. A construction method of a stone-filled embankment is characterized by comprising the following steps:
the method comprises the steps that firstly, a ground foundation bed is processed, the bearing capacity data of the ground foundation bed are obtained, and when the bearing capacity of the ground foundation bed cannot meet the requirement of bearing the total weight of a stone-filled embankment, the ground foundation bed is processed, changed and filled or tamped;
measuring and setting out to obtain a construction position on the ground foundation bed;
thirdly, filling stones and edge-covered soil of the roadbed, filling stones on the ground foundation bed, respectively arranging reserved intervals between the stone-filled roadbed and slope sides on two sides of the roadbed and between the stone-filled roadbed and a road bed above the stone-filled roadbed, paving a gravel cushion layer with a preset thickness above the stone-filled roadbed, and performing edge-covered soil foundation filling construction on the stone-filled roadbed and two sides of the gravel cushion layer;
fourthly, laying geotextile, namely laying the geotextile above the broken stone cushion layer and the edge-covered roadbed on the two sides of the broken stone cushion layer, and laying a geomembrane on the geotextile;
fifthly, pipeline embedding and pavement of an earth roadbed layer, arranging pipelines on the geomembrane, then paving filling soil of the earth roadbed layer on the geomembrane for construction, and embedding the pipelines in the earth roadbed layer;
and step six, paving a pavement structure layer on the soil roadbed layer.
2. The method for constructing a stone-filled embankment according to claim 1, wherein in the first step, before the ground foundation bed is treated, the ground is cleaned, including removing weeds, tree roots, rotten soil and the like, so that the ground meets the technical specification.
3. The method of constructing a stone-filled embankment according to claim 1, wherein, in the first step,
the bearing capacity of the ground foundation bed
Wherein r isiThe weight of the i-type filler after compaction; h isiDesigning i filling heights, wherein the i filling heights comprise the converted height of the traffic load; []Allowing bearing capacity for the ground foundation bed; k is the safety coefficient of the stone-filled embankment; the ground foundation bed bearing capacity required by the stone-filled embankment.
4. The method of constructing a stone-filled embankment according to claim 1, further comprising:
and seventhly, constructing a side slope torrent tank and a drainage ditch, wherein a plurality of torrent tanks are arranged on the side slope of each edge-covered soil roadbed, and longitudinal drainage ditches along the side slope are respectively dug at two sides of the roadbed, so that each torrent tank is communicated to the drainage ditch at one side of the side slope.
5. The method of constructing a stone-filled embankment according to claim 1, wherein the second step of obtaining the construction location on the ground bed comprises:
and calibrating a plurality of coordinates of the slope foot line of the roadbed by using a measuring instrument, and then drawing the actual foot line position according to each coordinate.
6. The method of constructing a stone-filled embankment according to claim 1, wherein in the third step, the predetermined distance is at least 1.5m, and the predetermined thickness is at least 0.2 m.
7. The method of constructing a rock-fill embankment according to claim 1, wherein in the fourth step, the gravel cushion layer is required to be leveled and compacted before the geotextile is laid, so that the gravel cushion layer is prevented from cutting the geotextile.
8. The method of claim 1, wherein in the fifth step, the pipeline is made of PVC pipes, and each PVC pipe is provided with a through hole.
9. The method of constructing a stone-filled embankment according to claim 8, wherein each of the PVC pipes has a diameter of at least 0.15m, each of the PVC pipes has a through-hole having a diameter of at least 0.01m, and each of the through-holes has a quincunx shape.
10. The method of constructing a stone-filled embankment according to claim 1, 8 or 9, wherein each of the pipes is laid substantially perpendicular to a longitudinal direction of the roadbed, and each of the pipes is uniformly distributed along the longitudinal direction of the roadbed with a space of 40m to 60m between adjacent pipes.
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| CN202010679926.3A CN111827031A (en) | 2020-07-15 | 2020-07-15 | Construction method of stone-filled embankment |
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