CN209873822U - Cutting slope slobbering ice protective structure - Google Patents
Cutting slope slobbering ice protective structure Download PDFInfo
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- CN209873822U CN209873822U CN201920408507.9U CN201920408507U CN209873822U CN 209873822 U CN209873822 U CN 209873822U CN 201920408507 U CN201920408507 U CN 201920408507U CN 209873822 U CN209873822 U CN 209873822U
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Abstract
The utility model relates to a side slope protection technical field discloses a cutting side slope saliva ice protective structure, including side slope body, infiltration ditch, deep aqueduct, gravel heat preservation, arch skeleton, side ditch and rubble french drain, the infiltration ditch is in side slope body surface top-down sets up, the deep aqueduct sets up inside the side slope body, the export of deep aqueduct meets the bottom of infiltration ditch, the infiltration ditch is executed and is backfilled gravel heat preservation to domatic parallel and level after doing, side slope body surface sets up the arch skeleton, the side ditch reaches the rubble french drain sets up slope foot department under the side slope body. The utility model discloses a cutting side slope saliva ice protective structure and method have add deep aqueduct, gravel heat preservation, infiltration ditch and rubble french drain in the side slope, through in time getting rid of moisture in the side slope, reduce side slope body moisture content, have realized reducing the possibility and the scale that saliva ice formed from the source.
Description
Technical Field
The utility model relates to a geotechnical engineering technical field specifically relates to a cutting side slope saliva ice protective structure.
Background
In the cutting slope engineering in cold areas, because the excavation slope cuts off the underground aquifer, water in the aquifer seeps and freezes in winter until the water spreads from the slope surface to the road width to form slobbering ice, so that the vehicle slips and the driving safety is damaged. Meanwhile, the cutting slope aquifer can be frozen at a certain depth. In the process, the water in the unfrozen area can migrate, gather and condense into ice to the freezing front under the action of freezing force. The cutting slope is sufficient in water supply due to the infiltration of external water, so that ice crystals, ice interlayers, ice lens bodies and the like are formed in frozen soil, and the soil body of the slope is frozen and expanded. When the temperature rises, ice melts into water, if the melted water can not be discharged quickly, larger excess pore water pressure is formed in a slope body, and the shear strength of the rock-soil body is reduced to cause the slope to collapse.
At present, a plurality of ways adopted in engineering practice are ice gathering ditches and ice retaining banks, ice retaining walls and ice gathering pits, ice retaining fences, underground drainage measures and the like. The protection types are usually treated after the formation of the sialism ice, belong to passive protection, mainly solve the problem of harm of the sialism ice to roads, and can not solve the harm of the sialism ice to side slopes.
Therefore, how to integrate the advantages of the prior art and simultaneously solve the problem of damage of the slobbering ice to the side slope and the road are new requirements for the slobbering ice protection of the cutting side slope.
Disclosure of Invention
An object of the utility model is to provide a cutting side slope saliva ice protective structure can effectively reduce the harm of saliva ice to side slope and road.
In order to realize the above-mentioned purpose, the utility model discloses a cutting side slope saliva ice protective structure includes side slope body, infiltration ditch, deep aqueduct, gravel heat preservation, arch skeleton, side ditch and rubble french drain, the infiltration ditch is in side slope body surface top-down sets up, the deep aqueduct sets up side slope internal portion, the export of deep aqueduct connects the bottom of infiltration ditch, the infiltration ditch is executed and is backfilled gravel heat preservation to domatic parallel and level after, side slope body surface sets up the arch skeleton, the side ditch reaches the rubble french drain sets up slope toe department under the side slope body.
Preferably, the infiltration ditches are longitudinally arranged at intervals of 6-8 m along the side slope body from top to bottom, and the rate of the bottom of each infiltration ditch is consistent with that of the side slope body.
Preferably, the cross section of the infiltration ditch is a rectangle with the width of 1-1.5 m and the depth of 1.2-1.5 m, the infiltration ditch comprises infiltration ditch graded broken stones and an infiltration ditch double-wall corrugated pipe, the infiltration ditch graded broken stones are paved on the periphery of the infiltration ditch double-wall corrugated pipe, and the infiltration ditch double-wall corrugated pipe is a corrugated pipe with the diameter of 175 mm.
Preferably, the deep water guide pipe is arranged on the slope body of the side slope in a mode that the distance between the deep water guide pipe and the side slope is 2.5-3 m, the deep water guide pipe is inclined downwards from inside to outside and forms an angle of 10-15 degrees with the horizontal direction, and an outlet of the deep water guide pipe is connected with the bottom of the infiltration ditch by adopting a tee joint.
As a preferred scheme, the pipe wall of the deep water guide pipe is distributed with water seepage holes, the water seepage holes are uniformly distributed in the circumferential direction of the pipe wall and are staggered in the axial direction, the horizontal distance between two circles of water seepage holes in the axial direction is 5-6 mm, and the pipe wall is wrapped by 2 layers of nylon nets and bound by galvanized wires.
Preferably, the arch frameworks are arranged on the surface of the side slope body in an array from the top of the slope to the bottom of the slope, the height of the arch frameworks is 2-2.5 m, and the longitudinal distance is 2-3 m.
Preferably, the arched framework is a window-shaped cast-in-place frame cast in place by C25 concrete, and the cast-in-place frame is covered with hilling and then sprayed with grass and seeds.
Preferably, the side ditches are rectangular ditches with the height of 0.8m and the width of 1m and are built by C20 concrete precast blocks.
According to a preferable scheme, the macadam blind ditch is a rectangular groove with the height of 1.5-2 m and the width of 1-1.5 m, the macadam blind ditch comprises a cast-in-place foundation with an L-shaped cross section, a blind ditch double-wall corrugated pipe, a blind ditch graded macadam and a water seepage geotextile, the water seepage geotextile is longitudinally arranged on the inner side of the cast-in-place foundation along the vertical direction, the blind ditch double-wall corrugated pipe is arranged at the bottom of the cast-in-place foundation, and the blind ditch graded macadam is filled between the cast-in-place foundation and the water seepage geotextile outside the blind ditch double-wall corrugated pipe.
Preferably, the mass per unit area of the water-permeable geotextile (7D) is 300-500 g/m2The vertical permeability coefficient is more than or equal to 1 multiplied by 10-2cm/s。
The utility model has the advantages that: the cutting slope slobbering ice protection structure of the utility model adopts the active slobbering ice protection concept, adds the deep aqueduct, the gravel heat preservation layer, the infiltration ditch and the broken stone blind ditch in the slope, and realizes reducing the probability and scale of forming the slobbering ice from the source by timely removing the moisture in the slope and reducing the water content of the slope body; the arched framework, the gravel heat-insulating layer and the infiltration ditch are additionally arranged, so that the effects of heat preservation and heat insulation and reduction of the freezing depth of the side slope can be achieved, meanwhile, water in the slope body is timely discharged through the deep water guide pipe and the infiltration ditch, the frost heaving of the side slope soil body is avoided, and the stability of the side slope is ensured.
Drawings
Fig. 1 is a schematic elevation view of a cutting slope slobbering ice protection structure according to a preferred embodiment of the present invention.
Fig. 2 is a schematic cross-sectional view of a trench of the moat slope slobbering ice protection structure in fig. 1.
Fig. 3 is a schematic cross-sectional view of a deep aqueduct of the moat slope sialog ice protection structure in fig. 1.
Fig. 4 is a schematic view of an arch skeleton of the moat slope slobbering ice protection structure in fig. 1.
Fig. 5 is a schematic elevation view of a crushed stone blind ditch of the cutting slope sialism ice protection structure in fig. 1.
The components in the figures are numbered as follows: the side slope comprises a side slope body 1, an infiltration ditch 2 (wherein the infiltration ditch is graded with broken stones 2A and an infiltration ditch double-wall corrugated pipe 2B), a deep water guide pipe 3 (wherein the pipe wall 3A, an infiltration hole 3B, a nylon net 3C and galvanized wires 3D), a gravel heat preservation layer 4, an arch-shaped framework 5 (wherein a cast-in-situ frame 5A, ridging 5B and grass seeds 5C), a side ditch 6 and a broken stone blind ditch 7 (wherein a cast-in-situ foundation 7A, a blind ditch double-wall corrugated pipe 7B, blind ditch graded with broken stones 7C and water seepage geotextile 7D).
Detailed Description
The present invention will be described in further detail with reference to the following drawings and specific embodiments.
The above-mentioned problem to prior art exists, the utility model provides a cutting side slope saliva ice protective structure for solve the cold region cutting side slope saliva ice protection problem.
As shown in fig. 1, the utility model discloses cutting side slope sialism ice protective structure of preferred embodiment, including side slope body 1, infiltration ditch 2, deep aqueduct 3, gravel heat preservation 4, arch skeleton 5, side ditch 6 and rubble french drain 7, 1 surface top-down of side slope body sets up one infiltration ditch 2, and 1 inside deep aqueduct 3 that sets up of side slope body, 3 exports of deep aqueduct and connects infiltration ditch 2 bottoms. And after the infiltration ditch 2 is constructed, a gravel heat-insulating layer 4 is backfilled until the slope surface is flush, an arched framework 5 is arranged on the surface of the slope body 1 for protection, and a side ditch 6 and a gravel blind ditch 7 are arranged at the slope foot. By timely removing water in the side slope and reducing the water content of the side slope body, the possibility and scale of formation of the sialogging ice are reduced from the source, and therefore the harm of the sialogging ice to the side slope and the road is effectively reduced.
The side slope body 1 is a cutting side slope, and the slope rate is 1: 1-1: 1.75.
The infiltration ditches 2 are arranged at intervals of 6-8 m along the longitudinal direction of the cutting slope and penetrate through the top of the slope to the bottom of the slope from top to bottom, and the rate of the bottom of the infiltration ditches 2 is consistent with that of the slope. Referring to fig. 2, the cross section of the infiltration trench 2 is rectangular, and has a width of 1-1.5 m and a depth of 1.2-1.5 m. The infiltration ditch 2 consists of infiltration ditch graded broken stone 2A and infiltration ditch double-wall corrugated pipe 2B, the infiltration ditch graded broken stone 2A is laid on the periphery of the infiltration ditch double-wall corrugated pipe 2B, and the infiltration ditch double-wall waveBellows 2B is a bellows of 175mm diameter. Parameters of the trenching double-wall corrugated pipe 2B are as follows: rigidity of ring>8kN/m2The TIR of the drop hammer impact test (20 ℃) is less than or equal to 10 percent, and the density is less than or equal to 1550kg/m3Creep ratio of not more than 2.5, working pressure>0.25MPa。
Referring to fig. 3, the deep water pipes 3 are arranged on the slope body 1 at an interval of 2.5-3 m from top to bottom and at an angle of 10-15 degrees with the horizontal direction from inside to outside, so as to realize the function of one-way drainage from the inside of the slope to the outside of the slope. The outlet of the deep aqueduct 3 is connected with the bottom of the infiltration ditch 2 by a tee joint. The deep aqueduct 3 is made of HDPE polyvinyl chloride hard pipe with the outer diameter of 116mm and the inner diameter of 100mm, and the pipe wall 3A is distributed with water seepage holes 3B. Infiltration hole 3B is evenly distributed in circumference, staggers the distribution in the axial, and the horizontal interval between two circles of infiltration holes 3B in the axial is 5 ~ 6mm, wraps up 2 layers with nylon wire 3C on the pipe wall 3A to it is durable to use the ligature of galvanized wire 3D. The nylon net 3C is a 200-mesh nylon net, and the galvanized wire 3D is a No. 14 galvanized wire.
The gravel insulation 4 is formed by well graded gravel packing.
Please refer to fig. 4, the arch frameworks 5 are disposed on the surface of the slope body 1 and arranged in an array from the top to the bottom of the slope. The height of the arch-shaped framework 5 is 2-2.5 m, and the longitudinal distance is 2-3 m. The arch-shaped framework 5 is a window-shaped cast-in-situ frame 5A cast by C25 concrete in situ, and grass seeds 5C are sprayed after earth 5B is planted in the window.
The side ditch 6 is a rectangular groove arranged at the slope toe of the side slope, the height is 0.8m, and the width is 1 m. Is built by C20 precast concrete blocks.
Referring to fig. 5, the blind trench 7 is a rectangular trench with a height of 1.5-2 m and a width of 1-1.5 m. The broken stone blind ditch 7 is arranged at the lower part of the side ditch 6 and consists of a C25 concrete cast-in-situ foundation 7A, a blind ditch double-wall corrugated pipe 7B, blind ditch graded broken stones 7C and water seepage geotextile 7D. The blind ditch double-wall corrugated pipe 7B is arranged at the bottom of the cast-in-place foundation 7A, blind ditch graded broken stones 7C are filled in the cast-in-place foundation 7A outside the blind ditch double-wall corrugated pipe 7B, and the water seepage geotextile 7D is arranged on the inner side of the broken stone blind ditch 7.
The water-permeable geotextile 7D is longitudinally arranged on the inner side of the cast-in-place foundation 7A along the vertical direction, and the mass per unit area of the geotextile is 300-500 g/m2Tensile strength of not less than 10kN/m, fractureThe elongation at break is less than 50%, the tear strength is more than or equal to 0.5kN, the burst strength of CBR is more than or equal to 3.5kN/m, and the vertical permeability coefficient is more than or equal to 1 multiplied by 10-2cm/s。
The utility model adopts the method of the cutting side slope slobbering ice protection structure, which comprises the following steps:
a, excavating and leveling a cutting slope according to a designed slope rate, and performing construction lofting;
b, excavating seepage ditches 2 from top to bottom on the surface of the side slope body 1 at intervals of 6-8 m along the longitudinal direction of the cutting side slope body 1, wherein the width is 1-1.5 m, the depth is 1.2-1.5 m, and the bottom slope rate of the ditch 2 is consistent with that of the slope;
c, constructing a deep water guide pipe 3 at the bottom of the infiltration ditch 2, arranging the deep water guide pipe 3 at an interval of 2.5-3 m from top to bottom, and arranging the deep water guide pipe 3 in a form of inclining downwards from inside to outside and forming an angle of 10-15 degrees with the horizontal direction, wherein the outlet of the deep water guide pipe 3 is connected with the bottom of the infiltration ditch 2 by adopting a tee joint;
d, constructing a seepage ditch double-wall corrugated pipe 2B at the bottom of the seepage ditch 2, and backfilling seepage ditch graded broken stones 2A;
step e, backfilling a gravel heat-insulating layer 4 until the slope surface is flush;
f, normally constructing a cast-in-place frame 5A of the arch-shaped framework 5, and spraying grass and irrigating seeds 5C after ridging 5B in the window hole;
step g, constructing a slope toe rubble blind ditch 7 of the side slope;
and h, constructing a roadside ditch 6 on the upper part of the rubble blind ditch 7.
Compared with the prior art, the utility model discloses a cutting side slope saliva ice protective structure has following advantage:
(1) compare with current ice collecting ditch and ice retaining wall, ice retaining wall and passive type saliva ice protective structure such as ice collecting pit, ice retaining fence, the utility model discloses a cutting side slope saliva ice protective structure and method adopt active protection saliva ice theory, have add deep aqueduct, gravel heat preservation, infiltration ditch and rubble french drain in the side slope, through in time getting rid of moisture in the side slope, reduce side slope body moisture content, realized reducing saliva ice forming's possibility and scale from the source.
(2) Compared with the prior underground drainage measure, the utility model discloses a cutting side slope saliva ice protective structure and method have add arch skeleton, gravel heat preservation and infiltration ditch, can play the heat preservation and insulate against heat, reduce the effect that the side slope freezes the degree of depth, in time get rid of the internal moisture of slope through deep aqueduct and infiltration ditch simultaneously, avoid the side slope soil body to take place to frost heaving to the stability of side slope has been ensured.
(3) According to engineering practice and on-site measurement and calculation, compared with the traditional passive type slobbering ice protection structure, the slobbering ice protection structure and the method of the utility model can reduce the probability of slobbering ice by more than 80%, reduce the ice damage scale by more than 90%, and reduce the engineering cost by more than 20%; compared with the prior underground drainage measures, the cutting slope slobbering ice protection structure and the method of the utility model reduce the freezing depth of the slope by 30 percent and reduce the frost heaving of the slope soil body by 80 percent.
To sum up, the utility model discloses a cutting side slope saliva ice protective structure has carried out integrated innovation to conventional technologies such as current saliva ice prevention and cure, side slope protection, underground drainage, structure heat preservation, integrates prior art's advantage, compromises saliva ice damage prevention and cure and cutting side slope barrier propterty.
The above-mentioned embodiments only represent some embodiments of the present invention, and the description thereof is specific and detailed, but not to be construed as limiting the scope of the present invention. It should be noted that, for those skilled in the art, without departing from the spirit of the present invention, several variations and modifications can be made, which are within the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the appended claims.
Claims (9)
1. The utility model provides a cutting side slope saliva ice protective structure which characterized in that: including side slope body (1), infiltration ditch (2), deep aqueduct (3), grit heat preservation (4), arch skeleton (5), side ditch (6) and rubble french drain (7), infiltration ditch (2) are in side slope body (1) surface top-down sets up, deep aqueduct (3) set up inside side slope body (1), deep aqueduct (3) export meet the bottom of infiltration ditch (2), backfill grit heat preservation (4) to domatic parallel and level after infiltration ditch (2) are executed, side slope body (1) surface sets up arch skeleton (5), side ditch (6) reach rubble french drain (7) set up slope foot department under side slope body (1).
2. The cut slope slobbering ice protection structure of claim 1, characterized in that: the infiltration ditches (2) are longitudinally arranged along the road at intervals of 6-8 m on the side slope body (1), and the infiltration ditches (2) penetrate through the top of the slope to the bottom of the slope from top to bottom, and the rate of the bottom of the ditch is consistent with that of the side slope body (1).
3. The cutting slope sialism ice protection structure of claim 2, characterized in that: the cross section of the infiltration ditch (2) is a rectangle with the width of 1-1.5 m and the depth of 1.2-1.5 m, the infiltration ditch (2) comprises infiltration ditch graded broken stones (2A) and infiltration ditch double-wall corrugated pipes (2B), the infiltration ditch graded broken stones (2A) are laid on the periphery of the infiltration ditch double-wall corrugated pipes (2B), and the infiltration ditch double-wall corrugated pipes (2B) are corrugated pipes with the diameter of 175 mm.
4. The cut slope slobbering ice protection structure of claim 1, characterized in that: the deep water guide pipe (3) is arranged on the side slope body (1) at an interval of 2.5-3 m from top to bottom and is inclined downwards from inside to outside to form an angle of 10-15 degrees with the horizontal direction, and the outlet of the deep water guide pipe (3) is connected with the bottom of the infiltration ditch (2) by adopting a tee joint.
5. The cut slope slobbering ice protection structure of claim 4, wherein: the deep water guide pipe is characterized in that water seepage holes (3B) are distributed in the pipe wall (3A) of the deep water guide pipe (3), the water seepage holes (3B) are uniformly distributed in the circumferential direction of the pipe wall (3A) in a staggered mode in the axial direction, the horizontal distance between two circles of water seepage holes (3B) in the axial direction is 5-6 mm, and the pipe wall (3A) is wrapped by 2 layers of nylon nets (3C) and bound by galvanized wires (3D).
6. The cut slope slobbering ice protection structure of claim 1, characterized in that: the arched frameworks (5) are arranged on the surface of the side slope body (1) in an array from the top of the slope to the bottom of the slope, the heights of the arched frameworks (5) are 2-2.5 m, and the longitudinal intervals are 2-3 m; the arched framework (5) is a window-shaped cast-in-situ frame (5A) cast by C25 concrete, and the cast-in-situ frame (5A) is covered with hilling (5B) and then is sprayed with grass and seeds (5C).
7. The cut slope slobbering ice protection structure of claim 1, characterized in that: the side ditches (6) are rectangular ditches with the height of 0.8m and the width of 1m and are built by C20 concrete precast blocks.
8. The cut slope slobbering ice protection structure of claim 1, characterized in that: the macadam blind ditch (7) is a rectangular groove with the height of 1.5-2 m and the width of 1-1.5 m, the macadam blind ditch (7) comprises a cast-in-place foundation (7A) with an L-shaped cross section, a blind ditch double-wall corrugated pipe (7B), blind ditch graded macadam (7C) and water seepage geotextile (7D), the water seepage geotextile (7D) is longitudinally arranged on the inner side of the cast-in-place foundation (7A) along the vertical direction, the blind ditch double-wall corrugated pipe (7B) is arranged at the bottom of the cast-in-place foundation (7A), and the blind ditch graded macadam (7C) is filled between the cast-in-place foundation (7A) and the water seepage geotextile (7D) outside the blind ditch double-wall corrugated pipe (7B).
9. The cut slope slobbering ice protection structure of claim 8, wherein: the mass per unit area of the water-permeable geotextile (7D) is 300-500 g/m2The vertical permeability coefficient is more than or equal to 1 multiplied by 10-2cm/s。
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109853595A (en) * | 2019-03-28 | 2019-06-07 | 中交第二公路勘察设计研究院有限公司 | Cut slope salivary flow ice safeguard structure and method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109853595A (en) * | 2019-03-28 | 2019-06-07 | 中交第二公路勘察设计研究院有限公司 | Cut slope salivary flow ice safeguard structure and method |
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