CN205399440U - Inflation dirt road moat structure - Google Patents
Inflation dirt road moat structure Download PDFInfo
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- CN205399440U CN205399440U CN201620121540.XU CN201620121540U CN205399440U CN 205399440 U CN205399440 U CN 205399440U CN 201620121540 U CN201620121540 U CN 201620121540U CN 205399440 U CN205399440 U CN 205399440U
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- side slope
- soil
- soil layer
- sewer
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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
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Abstract
The utility model discloses an inflation dirt road moat structure, including road surface, waterproof geotechnological cloth, the road bed that from top to bottom sets gradually, the road surface side is provided with the cement apron, the road bed side is provided with the side slope that the top was provided with the catch water drain, be provided with prevention of seepage geotechnique cloth between slope surface and the catch water drain, slope surface is provided with side slope water seepage layer, basic water seepage layer, rubble soil layer, inflation soil layer and unexpansive nature clay layer has set gradually between side slope water seepage layer and the road bed from bottom to top, basis water seepage layer bottom is provided with the sewer, be provided with two a cloth membrane seal and foraminiferous drain pipe in the sewer, it is provided with geogrid to divide equally the layer in rubble soil layer and the inflation soil layer, inflation soil layer, unexpansive nature clay layer and side slope water seepage layer's the part that exposes all is provided with the planting soil layer. The utility model discloses better solution an inflation soil district difficult problem of repairing the roads, great spreading value has.
Description
Technical field
This utility model relates to a kind of chasm structuref, in particular, relates to a kind of expensive soil cutting structure.
Background technology
Soil erosion is the ecological environment problem that scope is maximum and of greatest concern in the world at present.In recent years, owing to carrying out infrastructure construction on a large scale, China has become one of whole world soil erosion country the most serious.Cause that the reason of soil erosion is a lot, and in recent years because highway construction causes the quantity of soil erosion to account for sizable proportion in China, its coverage is wide, and destructiveness is big, just progressively causes the attention of highway construction local government along the line and engineers and technicians.
China is one of country that swelled ground distribution is the widest in the world, due to the engineering geological property that swelled ground is special so that the soil erosion caused at this area's foundation construction facility is more serious than general area a lot.Current expressway construction develops rapidly, road network, to the quick extension in mountain area and west area, makes expansive soil of roads problem become increasingly to highlight, swelled ground dehydration shrinkage cracking, moisture expantion softening, cause often repair the roads in its areal area " meeting moat to slide ", had a strong impact on project progress and image.
Utility model content
The purpose of this utility model is to overcome deficiency of the prior art, it is provided that a kind of expensive soil cutting structure, and the side slope energy after supporting is steady in a long-term, security reliability is good, preferably resolves the difficult problem repaired the roads in swelled ground area, has bigger promotional value.
The purpose of this utility model is achieved through the following technical solutions.
Expensive soil cutting structure of the present utility model, including the road surface from top to bottom set gradually, waterproof geotextiles, roadbed, side, described road surface is provided with cement cover board, described roadbed side is provided with top and is provided with the side slope of intercepting ditch, it is provided with anti-seepage geotextile between described side slope surface and intercepting ditch, described side slope surface is provided with side slope seepage layer, basis permeable layer it is disposed with from bottom to top between described side slope seepage layer and roadbed, crushed stone soil layer, expand soil layer and non-expansibility clay layer, it is provided with sewer bottom the permeable layer of described basis, two cloth one film sealing and drain pipies with holes it are provided with in described sewer, in described crushed stone soil layer and expansion soil layer, all layering is provided with GSZ, described expansion soil layer, the exposed parts of non-expansibility clay layer and side slope seepage layer is provided with plantation soil layer.
Described side slope seepage layer and basis permeable layer are constituted by rubble.
Described sewer sets at least to one.
Compared with prior art, the technical solution of the utility model is had the benefit that
(1) in this utility model, side slope top is provided with anti-seepage geotextile and intercepting ditch, side slope surface is provided with domatic impervious barrier, Foundation Anti-seepage layer it is provided with between domatic impervious barrier and roadbed, it is provided with sewer bottom Foundation Anti-seepage layer, is provided with two cloth one film sealing and drain pipies with holes in sewer, it is achieved to slope soil moisturizing antiseepage, the moisture expantion making slope soil greatly reduces, thus eliminating the unstable failure that caves in；
(2) in this utility model, Foundation Anti-seepage layer upper surface is disposed with crushed stone soil layer from the bottom to top, expands soil layer and non-expansibility clay layer, in crushed stone soil layer and expansion soil layer, all layering is provided with GSZ, construction technology is simple, easy to operate, special mechanical equipment need not be added, whole building course needs except hand fit except the paving of GSZ, stretch-draw and anti-package operation, all the other work all can mechanized construction, material therefor and construction cost are all relatively low, construction safety, progress are fast, it is easy to popularization and application；
(3), in this utility model, the exposed parts expanding soil layer, non-expansibility clay layer and side slope seepage layer is provided with plantation soil layer, is used for planting each kind of plant, side slope is protected further, it is prevented that slump；
(4) in this utility model, expanding the filler in soil layer is utilize the swelled ground caving in and repairing side slope nearby, greatly reduces excavation and the freight volume of the earthwork, can significantly reduce the soil erosion that engineering construction brings, energy-conserving and environment-protective, produce splendid economic and social benefit.
Accompanying drawing explanation
Fig. 1 is structural representation of the present utility model.
Accompanying drawing labelling: 1 road surface；2 waterproof geotextiles；3 roadbeds；4 cement cover boards；5 side slopes；6 anti-seepage geotextiles；7 intercepting ditch；8 side slope seepage layers；9 basis permeable layers；10 sewers；11 drain pipies；12 liang of cloth one film sealings；13 crushed stone soil layer；14 expand soil layer；15 non-expansibility clay layers；Plant soil layer for 16 kinds；17 GSZs.
Detailed description of the invention
Below in conjunction with accompanying drawing, the utility model will be further described.
As shown in Figure 1, expensive soil cutting structure of the present utility model, including the road surface 1 from top to bottom set gradually, waterproof geotextiles 2, roadbed 3, side, described road surface 1 is provided with cement cover board 4, described roadbed 3 side is provided with top and is provided with the side slope 5 of intercepting ditch 7, and described side slope 5 is domatic and is provided with anti-seepage geotextile 6 between intercepting ditch 7, and described side slope 5 is domatic is provided with side slope seepage layer 8, described side slope seepage layer 8 can be made up of rubble, and described side slope seepage layer 8 top can be provided with anti-seepage geotextile 6.Basis permeable layer 9 it is disposed with from bottom to top between described side slope seepage layer 8 and roadbed 3, crushed stone soil layer 13, expand soil layer 14 and non-expansibility clay layer 15, described basis permeable layer 9 can be made up of rubble, described basis permeable layer 9 be arranged at bottom side slope seepage layer 8 and bottom roadbed 3 between, described basis permeable layer 9 lower surface can lay two cloth one film sealings, it is provided with sewer 10 bottom the permeable layer 9 of described basis, described sewer 10 sets at least to one, it is preferably provided as two, it is arranged at the both sides of basis permeable layer 9, two cloth one film sealing 12 and drain pipies with holes 11 it are provided with in described sewer 10, described drain pipe 11 can be selected for pvc pipe, described drain pipe 11 outer surface can be enclosed with waterproof geotextiles, gravelly soil can be filled in gap between described drain pipe 11 and sewer 10.Described crushed stone soil layer 13 height is lower than roadbed height, and described crushed stone soil layer 13 is provided with GSZ 17 with expanding all to be layered in soil layer 14, and the exposed parts of described expansion soil layer 14, non-expansibility clay layer 15 and side slope seepage layer 8 is provided with plantation soil layer 16.
The construction method of above-mentioned expensive soil cutting structure, comprises the following steps:
(1) side slope of backbreaking and place cleaning.
Construction lofting is carried out according to the design transverse section of side slope 5.
It is starting point, the deformation according to slope excavating, it is determined that the horizontal width of (digging) side that disappears at the bottom of slope with the toe of original design side slope；1. slump district scope expands soil layer 14 width more than design drawing, clearly to side slope 5 slump loose measure and sliding boundary face；2. not sliding couch or slump region expand soil layer 14 width less than design drawing, expand soil layer 14 width (3.5m+O.5m side slope seepage layer 8 width) setting-out by design drawing and backbreak, and the ratio of slope of excavation is identical with the design ratio of slope of side slope 5, can by 1:1.5.The swelled ground dug out is put in the appointment position near roadbed, to be ready for use on the backfill material of swelled ground layer 14.
(2) excavation foundation permeable layer 9 base foundation.
The foundation excavation degree of depth is that changing of former roadbed fills out the degree of depth, and excavation width is to start at from design leg wire of slope, digs 4.0m along subgrade cross section to former side slope, in digging process, if loosening the soil occurs in basic part, needs all clear clean to hard soil layer；When the foundation ditch top soil body has loosening slump phenomenon, in time loosening slump position to be cleared up and reinforced；If slip ruckbildung occurs in foundation ditch, can adopt to change and fill in soil or utilize Calx, cement improvement swelled ground, then the method for placement in layers compacting processes.After foundation excavation has processed, with road roller, substrate being implemented static pressure, compaction requirement >=90% in time, basis should be rolled into the inclined-plane to side slope introversion, and its inclined slope ratio is 4%.
(3) longitudinal sewer bottom excavation foundation permeable layer 9.
After completing foundation excavation operation, adopting manually or excavator is at both ends, transverse section, basis excavation 50cm*50cm longitudinal direction sewer 10, sewer 10 digs to roadbed 3 to fill out along route to both sides and digs intersection, and is connected with the gutter drawing edge fit ditch-water.The top of sewer 10 is positioned at bottom the permeable layer 9 of basis.During construction, if running into the situation of soil layer slump softening, then to change and fill in soil, or with Calx, cement improvement swelled ground, then compaction in layers is to the substrate designed elevation of sewer 10.Require that sewer 10 bottom of trench is smooth and can by setting 3% bottom of trench longitudinal gradient in the middle part of excavation section to two, it is ensured that the unimpeded smooth discharge of water flow energy.
(4) lay two cloth one film sealings 12 of sewer 10 inner surface, lay the drain pipe 11 in sewer 10.
Basis and sewer 10 all excavate after well, inner surface at sewer 10 all lays two cloth one film sealings 12, carry out antiseepage work, also two cloth one film sealings can be laid at the upper surface on basis, then bottom sewer 10, Ф lOcm PVC drain pipe with holes 11 is longitudinally laid as drainage channel, blind-ditch pipe needs to connect fixing with U-shaped nail, and wraps up by waterproof geotextiles.After drainage channel deploys, with mechanically or manually rubble being filled in sewer 10.
(5) basis permeable layer 9 and side slope seepage layer 8 are filled.
Adopting manually or mechanically at the domatic laying side slope seepage layer 8 of side slope 5, lay basis permeable layer 9 on the basis dug, the thickness of basis permeable layer 9 needs to lay according to the thickness of side slope seepage layer 8, to ensure the through of basis permeable layer 9 and side slope seepage layer 8.For preventing side slope 5 Groundwater infiltration roadbed, one layer of two cloth one film anti-seepage geotextile can be laid at the upper surface of basis permeable layer 9 and side slope seepage layer 8 side.When the filler of crushed stone soil layer 13 and expansion soil layer 14 is rolled by road roller, note side slope permeable layer 8 not pressed, to guarantee side slope seepage layer 8 and basis permeable layer 9 up/down perforation.
(6) fill crushed stone soil layer 13 from bottom to top at basis permeable layer 9 upper surface and expand soil layer 14, when filling crushed stone soil layer 13 and expanding soil layer 14, filler and GSZ 17 successively being paved, rolled, the two ends of every layer of GSZ 17 all upwards anti-package connects the GSZ 17 of its last layer.
Before the GSZ 17 that paves, first determining the plan-position that need to pave, bundled GSZ 17 should carry out cutting according to the design width of layer position, place, and cutting length must is fulfilled for design (containing anti-package) length requirement.GSZ 17 be connected by overlap joint, the lap of splice is 40cm, adopt hand-drawn wire make staple lap-joint's two-layer GSZ 17 is fixed in lower pressure-bearing reality soil layer；Adopting geotechnique's pitman to be connected with the GSZ 17 on upper strata by the GSZ 17 of lower floor, distance lower floor's GSZ 17 end, position that pitman is laid should at least need 2～3 rib tape width.Connection along the adjacent two panels GSZ 17 of route direction also must overlap, and its lap width should ensure that no less than 5cm, and adjacent two panels GSZ 17 is fixed in the filler of lower bearing course by the U-shaped nail of same employing.
Because crushed stone soil layer 13 and the domatic of expansion soil layer 14 all design without panel, for ensureing crushed stone soil layer 13 and expanding the globality of soil layer 14 and prevent domatic filler by current scour, it need to will fill the filler after compacting along crushed stone soil layer 13 and the domatic anti-package expanding soil layer 14 with the GSZ 17 of lower floor's two ends length in reserve, its operation be with homemade many tooth rows hook by the GSZ 17 after anti-package in slope along main muscle direction tensioning, and be fixed in packing layer with U-shaped nail in time.GSZ 17 notes when laying need to firmly by GSZ 17 tensioning, pomegranate must not be had to wrinkle, curling or warpage phenomenon can not occur, with artificial tension GSZ 17 so as to produce 1%～2% percentage elongation, guarantee that GSZ 17 has certain pre-tensile stress, with the shrinkage cracking of filler in operative constraint work process and volumetric expansion.Being fixed in the filler rolled with U-shaped nail rapidly after GSZ 17 tensioning, U-shaped nail nail as far as possible is on the same tension section of GSZ 17.
Filler is divided into two kinds: a kind of filling for the following crushed stone soil layer 13 of roadbed end face, mainly adopt the gravelly soil of special stock ground excavation from neighbouring mountain, filler excavation need to implement human-generated explosives, require first thoroughly to remove after surface, stock ground ploughs and plant the foreign material such as soil, turf, then fetch earth and be transported to job site with dumper；Another kind of filler fills for expansion soil layer 14 more than roadbed end face, typically directly utilizes the soil of backbreaking on the spoil by excavation foundation or contiguous moat slope and other swelled grounds that need to discard.
For ensureing crushed stone soil layer 13 and expanding the domatic and slope ratio of soil layer 14 and be satisfied by designing requirement, placement in layers crushed stone soil layer 13 and need ultra-wide 20-30cm when expanding soil layer 14, then pass through unwrapping wire brush slope, it is desirable to slope leveling behind brush side, without corner angle.When more open position occurring in anti-package region, need to hand compaction or adopt the hopper of excavator again brush slope again as real, it is ensured that the plate of flexible support ratio is for 1:1.5；Filler construction point two-layer on every layer of GSZ 17 carries out, monolayer virtual resurfacing thickness 30cm, the thickness 25cm of compacting；Pave one layer of GSZ by compacting thickness 50cm, and along main muscle direction, compacting district is implemented anti-package.
Filler successively paves by lift height 30cm and fills and roll.Noting dump truck and bull-dozer and can not directly walk on the GSZ 17 that oneself tiling is in place, dump truck to unload filler at GSZ 17 outward flange completed, and coordinates with light-duty bull-dozer, adopts incremental method to unload soil, pave, advance.The filler that lumpiness is excessive, takes measure that is on-the-spot broken or that abandon to process, it is ensured that the lumpiness of swelled ground is less than 15cm.Notice that the filler paved in GSZ 17 anti-package district of domatic place should adopt fine grained soil as far as possible, to facilitate GSZ 17 anti-package and domatic finishing construction operation.The paving operation filling out second layer filler on the packing layer rolled is constructed by normal roadbed filling, and controlling its loose laying depth is 30cm；Every layer of filler is levelling with light-duty bull-dozer after having paved, to ensure paving thickness uniformity.
The number of rolling that the roller compaction construction operation filling crushed stone soil layer 13 and expand soil layer 14 is determined to carry out test before construction is controlled.According to site test results, swelled ground adopts the smooth-wheeled roller of 15t to roll 4-5 all over reaching more than 80% compactness, for accelerating speed of application and ensureing quality, need to carry out rolling effect sampling observation immediately.Rolling operation follows the principle of " first light rear weight ", and first static pressure is gradually increased after stablizing filler position and hits the dynamics of shaking；The travel speed of road roller controls in the scope of 2.5-3.0km/h, rolls too soon or too slow being all unfavorable for ensures construction quality and safety.
(7) finishing side slope 5 is domatic, lay plantation soil layer 16 and green grass.
For preventing filler outside GSZ 17 anti-package district from irregular projection occurring, the domatic operation of convenient construction scene manual amendment side slope 5 simultaneously, make a wooden side slope template specially.When side slope 5 fills compacting local appearance projection, according to template by manually being rebuild out curve form, it is to avoid be subject to edges and corners damage when implementing GSZ 17 anti-package.
Easy aging service life is affected for preventing GSZ 17 anti-package head of district's time from exposing, guarantee effectively to implement slope vegetation greening simultaneously, after crushed stone soil layer 13 and expansion soil layer 14 placement in layers completion, 30cm should be cultivated as early as possible on surface, GSZ 17 anti-package district to be altogether unjustifiable dilatancy planting soil, correct way is with the construction progress expanding soil layer 14 raising gradually, and from bottom to top training is filled out non-expansibility planting soil making real and formed.
Expansion soil layer 14 is built and is done to design height, its top need to be implemented sealing treatment, adopt 1:1.75 ratio of slope, fill with non-expansibility clay, and its compactness reaches more than 90% by " highway subgrade design specification " regulation.Non-expansibility clay layer 16 top and side slope seepage layer 8 top are changed and are filled out plantation soil layer 16 (about 50cm) and carry out compaction treatment.
(8) intercepting ditch and the anti-seepage geotextile at side slope 5 top are set
Intercepting ditch 7 is set being not less than 5m place from plantation soil layer 16 edge, intercepts and get rid of hillside table and subsoil water.Intercepting ditch 7 bottom also can arrange sewer, and adopt hand excavation's ditch hole, laying anti-seepage geomembrane by design drawing requirement, lay flexible porous tube (pipe that the permeable geotextiles of steel loop outsourcing is formed) and backfill rubble, sewer fight back builds intercepting ditch 7 by laying bricks or stones after filling out hillside topsoil compacting.Sewer and intercepting ditch 7 bottom of trench are both needed to smooth and vertical draping over one's shoulders and are not less than 0.5%, and sewer rises, terminal sets a word wall outlet respectively, is beneficial to draining timely, smooth and easy.
Laying anti-seepage geotextile 6 between plantation soil layer 16 edge and intercepting ditch 7, it is laid width and is not less than 5m, and paving fills out the planting soil of more than 30cm thickness, green grass thereon；Before noting paving anti-seepage geotextile 6, need to first repair domatic, it has been found that crack to be clogged tight.
Claims (3)
1. an expensive soil cutting structure, including the road surface from top to bottom set gradually, waterproof geotextiles, roadbed, side, described road surface is provided with cement cover board, described roadbed side is provided with top and is provided with the side slope of intercepting ditch, it is characterized in that, it is provided with anti-seepage geotextile between described side slope surface and intercepting ditch, described side slope surface is provided with side slope seepage layer, basis permeable layer it is disposed with from bottom to top between described side slope seepage layer and roadbed, crushed stone soil layer, expand soil layer and non-expansibility clay layer, it is provided with sewer bottom the permeable layer of described basis, two cloth one film sealing and drain pipies with holes it are provided with in described sewer, in described crushed stone soil layer and expansion soil layer, all layering is provided with GSZ, described expansion soil layer, the exposed parts of non-expansibility clay layer and side slope seepage layer is provided with plantation soil layer.
2. expensive soil cutting structure according to claim 1, it is characterised in that described side slope seepage layer and basis permeable layer are constituted by rubble.
3. expensive soil cutting structure according to claim 1, it is characterised in that described sewer sets at least to.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620121540.XU CN205399440U (en) | 2016-02-16 | 2016-02-16 | Inflation dirt road moat structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620121540.XU CN205399440U (en) | 2016-02-16 | 2016-02-16 | Inflation dirt road moat structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205399440U true CN205399440U (en) | 2016-07-27 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620121540.XU Expired - Fee Related CN205399440U (en) | 2016-02-16 | 2016-02-16 | Inflation dirt road moat structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105569058A (en) * | 2016-02-16 | 2016-05-11 | 中国建筑第六工程局有限公司 | Expansive soil cutting structure and construction method thereof |
| CN109235469A (en) * | 2018-10-25 | 2019-01-18 | 北京星河园林景观工程有限公司 | A kind of Cut Slopes of Expansive Soil structure and its construction method |
| CN109706810A (en) * | 2018-11-29 | 2019-05-03 | 华东交通大学 | A kind of highway bed construction method that swelled ground fills |
| CN113774888A (en) * | 2021-09-06 | 2021-12-10 | 广西长长路桥建设有限公司 | Sand soil subgrade improvement and slope protection construction method with low clay content |
-
2016
- 2016-02-16 CN CN201620121540.XU patent/CN205399440U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105569058A (en) * | 2016-02-16 | 2016-05-11 | 中国建筑第六工程局有限公司 | Expansive soil cutting structure and construction method thereof |
| CN109235469A (en) * | 2018-10-25 | 2019-01-18 | 北京星河园林景观工程有限公司 | A kind of Cut Slopes of Expansive Soil structure and its construction method |
| CN109706810A (en) * | 2018-11-29 | 2019-05-03 | 华东交通大学 | A kind of highway bed construction method that swelled ground fills |
| CN109706810B (en) * | 2018-11-29 | 2023-03-24 | 华东交通大学 | Construction method of highway subgrade filled with expansive soil |
| CN113774888A (en) * | 2021-09-06 | 2021-12-10 | 广西长长路桥建设有限公司 | Sand soil subgrade improvement and slope protection construction method with low clay content |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160727 Termination date: 20220216 |