CN102493485B - Method for building slope protection retaining wall during filling - Google Patents
Method for building slope protection retaining wall during filling Download PDFInfo
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- CN102493485B CN102493485B CN201110452037.4A CN201110452037A CN102493485B CN 102493485 B CN102493485 B CN 102493485B CN 201110452037 A CN201110452037 A CN 201110452037A CN 102493485 B CN102493485 B CN 102493485B
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- retaining wall
- slope
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- wall structure
- backboard
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Abstract
The invention discloses a method for building a slope protection retaining wall during filling. The method comprises the following steps of: a) levelling a slope and excavating a pit; b) integrally pouring a C10 concrete cushion on the slope and the bottom of the pit, and reserving holes corresponding to drain holes in a rear panel; c) integrally pouring a retaining wall structure by using reinforced concrete, wherein the retaining wall structure comprises a bottom plate, a faceplate, the rear panel, wall supporting plates, an extending panel and the like; and d) filling proper earth in the prepared retaining wall, and tamping layer by layer until the top of the slope. By the method, a defect that a foundation of the retaining wall is difficult to excavate can be effectively avoided, and the stability against overturning and slippage of the retaining wall is ensured by using the self gravity of the retaining wall filled with the earth, so that the engineering aim of easily, conveniently, safely and reliably constructing is fulfilled.
Description
Technical field
The present invention relates to a kind of building embankment side slope protection technology, be specifically related to a kind of method for building slope protection retaining wall during filling.
Background technology
When road construction, when road passes through comparatively low-lying highway section, need to adopt the embankment engineering to re-lay road surface after the roadbed raising, when wherein embankment refers to road bed higher than original ground, from original ground, fill to the native stone volume of road bed part.
In the embankment engineering, in order to protect road safety, prevent the side slope avalanche, need to face the sky side in side slope retaining wall protected is set.In traditional retaining wall structure, such as counterfort retaining wall, gravity retaining wall, it need to be cut slope or be needed and formerly be dug out larger cubic metre of earth on the side slope of body of wall bottom in the concrete work progress of laying.Such one is to make engineering quantity large, and the working procedure complexity, extended the engineering time, at some, is difficult for being difficult to carry out in rock quality bases of excavation or the higher earthen foundation of intensity; The 2nd, this excavation on a large scale easily causes slope instability and avalanche causes the potential safety hazard in work progress.Existing this side slope protection technology simultaneously, after retaining wall installs, to the protection effect of embankment side slope still
have much room for improvement.
Summary of the invention
For above-mentioned prior art deficiency, the technical problem to be solved in the present invention is: how to provide a kind of operation simpler, engineering time is shorter, and applicability is the higher method for building slope protection retaining wall during filling of wide work progress safety simultaneously more, and this method possesses the characteristics that protection effect is good simultaneously.
In order to solve the problems of the technologies described above, adopted following technical scheme in the present invention:
A kind of method for building slope protection retaining wall during filling, its characteristics are, comprise the following steps, a, by Slope leveling, be that (domatic gradient size should meet the designing requirement of embankment engineering to slope body intensity to a neat face of slope, specifically how to determine the prior art that belongs to engineering design field, not at this detailed description), form a degree of depth to downward-extension excavation and be greater than the foundation ditch of a meter (as optimization along domatic at face toe, wherein to earthen foundation, the degree of depth that embeds ground at the bottom of general wall should not be less than 1.0 meters, should under frost line, should not be less than 0.25m to frost heave class soil, for more complete solid rock ground (saturated uniaxial compressive strength is greater than 60MPa), this insert depth should not be less than 0.25m, to general rock (saturated uniaxial compressive strength is greater than 30MPa and is less than or equal to 60MPa) ground, this insert depth should not be less than 0.6m, for than crumbly rock (saturated uniaxial compressive strength is less than or equal to 30MPa) ground, this insert depth should not be less than 1.0m), b, at domatic and foundation ditch bottom integrated, build the C10(label that one deck 100mm is thick) concrete cushion, corresponding retaining wall drain hole reserving hole on concrete cushion, c, employing reinforced concrete whole-casting go out retaining wall
structure(while building, be cast in situs, first according to domatic true form, propped up the concrete-pouring template of retaining wall associated components, carry out that drain hole punches and cushion block of concrete bar protective layer is processed, the cage of reinforcement of good each member of retaining wall of colligation, poured in place concrete maintenance moulding obtain retaining wall structure), described retaining wall structure, comprise that a bar shaped bottom plate that is positioned at bottom surface is (as optimization, base plate also can be made the acclivitous adverse grade of toe of wall (referring to outer end), the desirable 0.05:1 of the earthen foundation adverse grade gradient, the desirable 0.07:1 of the rock quality base adverse grade gradient, base plate is made adverse grade can effectively be converted into skid resistance by retaining wall and inner deadweight of banketing thereof, thereby effectively increase the stability against slope of retaining wall),
generallybaseplate width is not less than 1/4 of retaining wall height, (as optimization, to earthen foundation, baseplate width should not be less than retaining wall high 1/4
,to more complete solid rock ground (saturated uniaxial compressive strength is greater than 60MPa), this baseplate width should not be less than retaining wall high 1/6, to general rock (saturated uniaxial compressive strength is greater than 30MPa and is less than or equal to 60MPa) ground, this baseplate width should not be less than wall high 1/5, for than crumbly rock (saturated uniaxial compressive strength is less than or equal to 30MPa) ground, this insert depth should not be less than wall high 1/4), base plate upwards is formed with a panel and a backboard along both sides, described backboard is outward-dipping and gradient is consistent with domatic gradient, base plate, vertically be formed with the counterfort plate (as optimization between backboard and panel three, described counterfort plate is arrange according to the spacing of 0.3-0.6 times of distance of retaining wall structure height a plurality of), described panel and slope height coupling, described backboard height is panel height 2/3rds left and right, described counterfort plate upper surface forms L shaped bending, described backboard, uniformly on panel and counterfort plate be provided with some drain holes, the drain hole aperture is 100mm-150mm, the drain hole spacing is between 2m-3m, the drain hole mutual dislocation is arranged, after the on-the-spot monobloc cast of described retaining wall structure is shaped, make that panel is outside, backboard inwardly draws close with domatic being affixed, the bottom at base plate place in retaining wall structure is embedded to the foundation ditch bottom and the foundation ditch in the outside is filled out tightly, make the drain hole on backboard corresponding with reserving hole on concrete cushion, and it is closely knit to adopt dank material (as cobble, sand gravel etc.) that hole is clogged, panel lowest part drain hole should guarantee to exceed at least 200mm of ground, the outside, d, in the retaining wall structure laid, the soil body fill is laid in layering, after every filling one layer soil body rear screed is real, recharges next layer soil body, until be filled to top, with the side slope top, flushes.
In technique scheme, in a step, first side slope is carried out smoothly, in the time of can making to lay retaining wall structure, its backboard and domaticly be affixed tightlyer, increase protection intensity; The foundation ditch arranged, in different rock quality bases and earthen foundation, the retaining wall that can effectively prevent of embedded respective depth produces slippage like this, guarantees that stability is doubted in the antiskid of retaining wall.In the b step, a concrete cushion is set, can and is domaticly flattened and clear up Foundation trench; convenient construction location unwrapping wire; guarantee the active position of plate muscle, also facilitate the manually-operated of follow-up tie with reinforcing bar construction, avoid on-the-spot dirty and messy; make reinforcing bar and soil body isolation not contaminated; guarantee its after fluid concrete with concrete bond stress, simultaneously, this concrete cushion also can be used as topping and effectively protects reinforcing bar; make it not by corrosion, and meet the project durability requirement of retaining wall.The height of bed course is that 100mm is the most rational numerical value, surpasses this thickness waste concrete, is less than the inconvenient constructing operation of this thickness workman, is unfavorable for guaranteeing workmanship.In the c step, the retaining wall structure of setting, adopted time narrow wide similar V character form structure, after banketing, self gravitation acts on side slope, can effectively prevent from that retaining wall and side slope from producing to topple and sliding rupture, and its dorsulum height is panel height 2/3rds left and right, like this
can effectively save engineering quantity and the cost of retaining wall,
simultaneouslybackboard upper interior and the outside soil body are connected as a single entity, and reserve the part underground space, and some greenings that are conducive to carry out on the embankment road surface or tubing facility are also avoided laying
secretly buryduring pipeline, this retaining wall structure is produced and destroys.The drain hole arranged, when rainfall and after rainfall, can help the discharge of the rainwater that infiltrates in the soil at retaining wall inside and rear, thereby prevent that underground water from producing disadvantageous water pressure to retaining wall.After drain hole aperture and spacing are optimized, can
organize efficientlydraining, can avoid again the soil body to run off and not affect retaining wall intensity.Retaining wall structure adopts steel concrete to build and obtains, easy to make and intensity is reliable, employing
steel concretestructure, effectively ensured and the bulk strength of whole member made it
have strong support, connect reliable.In the c step, the retaining wall structure bottom embedded in foundation ditch and fills out tightly, making the retaining wall structure lower end form one and support reliably, can more effectively resist the pressure of side slope.Punch on the concrete cushion of corresponding drain hole position domatic, can facilitate the underground water at backboard rear effectively to discharge, reduce and eliminate acting on the water pressure on retaining wall.Adopting dank material (as cobble, sand gravel etc.) to clog closely knit by hole is in order effectively to prevent that clay from stopping up the draining hole, possesses enough large interconnected pore so that the smooth discharge of underground water simultaneously.Panel lowest part drain hole should guarantee to exceed at least 200mm of ground, the outside, is in order to guarantee the integrality of bottom retaining wall structure.In the d step, adopt layering to fill to lay the soil body, can be so that soil body compacting be tightr,
thereby effectively improve and banket intensity and reduce to act on the soil pressure on retaining wall,
simultaneouslyat utmost increase the weight of retaining wall structure inside, increase the protection effect to side slope.
During concrete enforcement, as optimization, in described step c, the described backboard upper end of the retaining wall structure of employing outwards (referring to the direction away from panel) extension is provided with an extension flat board.Like this, when the slope body is higher, the antiskid of retaining wall moves and stability against overturning when not enough, can set up at its rear, backboard top and extend flat board, this extends dull and stereotyped and original retaining wall structure integral cast-in-situ, make retaining wall and inside thereof, after this holistic center of gravity of banketing on top is effective, move, increase the arm of force of overturning or slip resistance analysis, thereby effectively strengthen the resistance to capsizing of retaining wall, extending the newly-increased frictional force in dull and stereotyped top and bottom (soil pressure based on extending on flat board produces) also can effectively increase, resistance to overturning for this retaining wall structure plays good booster action.
In the technical program, described retaining wall structure, can design in advance according to the shape of embankment side slope, then only needs in the specific implementation
at the scenedirectly
constructionget final product.Like this, from process and the principle of the technical program, can find out, this method is without side slope is carried out
uprightlycut slope and the step such as excavation on a large scale below side slope, its operation is simpler, and the engineering time is shorter, and construction cost is lower, and this method goes for implementing in the more unfavorable rock quality base that is difficult for excavation of traditional retaining wall or the higher earthen foundation of intensity, and applicability is very wide.Also can not cause slope instability and then cause security incident in the time of this method construction simultaneously, its safety is higher.
in addition, the ingenious utilization of this method existsin the V-type retaining wall structure
the self gravitation of the body that bankets that ramsguarantee overturning or slip resistance analysis and stability against slope to side slope, therefore to the better protecting effect of side slope, more
effectivelylastingly.
In sum, than prior art, the inventive method is simple and fast more, and owing to adopting reinforced concrete structure, relative gravity formula retaining wall can be adapted to higher embankment slope retaining, and applicability is wider and effective to slope protection; During enforcement, can effectively avoid
the retaining wall foundation placeside slope toe heavy excavation causes
the excavation difficulty, potential slope instability and engineering quantity increasedefect, and can utilize retaining wall
after banketingthe gravity of self guarantees overturning or slip resistance analysis and the stability against slope of retaining wall, has reached easy construction, safe and reliable engineering purpose.
The accompanying drawing explanation
The retaining wall structure schematic diagram adopted when Fig. 1 is the invention process.
The specific embodiment
Below in conjunction with the drawings and specific embodiments, structure of the present invention is described in further detail.
During concrete enforcement, this method, comprise the following steps: a, by Slope leveling, be that (domatic gradient size should meet the designing requirement of embankment engineering to slope body intensity to a neat face of slope, specifically how to determine the prior art that belongs to engineering design field, not at this detailed description), form foundation ditch that a degree of depth be greater than one meter (as optimize earthen foundation along domatic to downward-extension excavation at face toe, the degree of depth that embeds ground at the bottom of general wall should not be less than 1.0 meters, to frost heave class soil, should under frost line, should not be less than 0.25m, for more complete solid rock ground (saturated uniaxial compressive strength is greater than 60MPa), this insert depth should not be less than 0.25m, to general rock (saturated uniaxial compressive strength is greater than 30MPa and is less than or equal to 60MPa) ground, this insert depth should not be less than 0.6m, for than crumbly rock (saturated uniaxial compressive strength is less than or equal to 30MPa) ground, this insert depth should not be less than 1.0m), b, build at domatic and foundation ditch bottom integrated the C10 concrete cushion that one deck 100mm is thick, corresponding retaining wall drain hole reserving hole on concrete cushion, c, adopting reinforced concrete whole-casting to go out retaining wall structure (is cast in situs while building, first according to domatic true form, propped up the concrete-pouring template of retaining wall associated components, carry out that drain hole punches and cushion block of concrete bar protective layer is processed, the cage of reinforcement of good each member of retaining wall of colligation, poured in place concrete maintenance moulding obtain the integral body of retaining wall structure), described retaining wall structure as shown in Figure 1, comprise a bar shaped bottom plate 3 that is positioned at bottom surface, during concrete enforcement as optimization, base plate 3 can be made the acclivitous adverse grade structure of toe of wall (referring to outer end), the desirable 0.05:1 of the earthen foundation adverse grade gradient, the desirable 0.07:1 of the rock quality base adverse grade gradient, base plate 3 is made adverse grade can be converted into skid resistance more effectively by retaining wall and inner deadweight of banketing thereof, thereby effectively increase the stability against slope of retaining wall, base plate 3 width are not less than 1/4 of retaining wall height, (as optimization, to the earthen foundation baseplate width not
suitablebe less than retaining wall high 1/4, to more complete solid rock ground (saturated uniaxial compressive strength is greater than 60MPa), these base plate 3 width should not be less than retaining wall high 1/6, to general rock (saturated uniaxial compressive strength is greater than 30MPa and is less than or equal to 60MPa) ground, this baseplate width should not be less than wall high 1/5, for than crumbly rock (saturated uniaxial compressive strength is less than or equal to 30MPa) ground, this insert depth should not be less than wall high 1/4), base plate 3 upwards is formed with a panel 1 and a backboard 2 along both sides, described backboard 2 is outward-dipping and gradient is consistent with domatic gradient, base plate 3, when vertically being formed with counterfort plate 4(between backboard 2 and panel 1 three and specifically implementing, as optimization, described counterfort plate 4 is arrange according to the spacing of 0.3-0.6 times of distance of retaining wall structure height a plurality of), described panel 1 and slope height coupling, described backboard 2 is highly panel 1 height 2/3rds left and right, described counterfort plate 4 upper surfaces form L shaped bending, described backboard 2, uniformly on panel 1 and counterfort plate 4 be provided with some drain holes 5, drain hole 5 apertures are 100mm-150mm, drain hole 5 spacings are between 2m-3m, drain hole 5 mutual dislocation are arranged, number in the figure 6 is the concrete cushion in step b, after the on-the-spot monobloc cast moulding of retaining wall structure, make that panel is outside, backboard inwardly draws close with domatic being affixed, the bottom at base plate place in retaining wall structure is embedded to the foundation ditch bottom and the foundation ditch in the outside is filled out tightly, make the drain hole on backboard corresponding with reserving hole on concrete cushion, and it is closely knit to adopt dank material (as cobble, sand gravel etc.) that hole is clogged, panel lowest part drain hole should exceed at least 200mm of ground, the outside, d, in the retaining wall structure laid, the soil body fill is laid in layering, after every filling one layer soil body rear screed is real, recharges next layer soil body, until be filled to top, with the side slope top, flushes.
During concrete enforcement, in described step c, described backboard 2 upper ends of the retaining wall structure of employing stretch out and are provided with the dull and stereotyped 7(of an extension referring to Fig. 1).
Beneficial effect of the present invention: the form of class V font platter can be avoided the excavation on a large scale of traditional counterfort retaining wall foundation bed, can abdicate valuable space for road, the building of barricade bottom, when nervous to the place such as urban road, district structure, garage exit/entry side slope land used, retaining wall foundation excavates limited zone and has good applicability, can effectively reduce the amount of excavation of slope ground body, also guarantee thus the Slope Treatment construction safety.
Claims (2)
1. a method for building slope protection retaining wall during filling, is characterized in that, comprise the following steps, and a, by Slope leveling, be a neat face of slope, form a foundation ditch that the degree of depth be greater than one meter along domatic to the downward-extension excavation at face toe, b, build at domatic and foundation ditch bottom integrated the C10 concrete cushion that one deck 100mm is thick, corresponding retaining wall drain hole reserving hole on concrete cushion, c, adopt reinforced concrete whole-casting to go out retaining wall structure, described retaining wall structure, comprise a bar shaped bottom plate that is positioned at bottom surface, baseplate width is not less than 1/4 of retaining wall height, base plate upwards is formed with a panel and a backboard along both sides, described backboard is outward-dipping and gradient is consistent with domatic gradient, base plate, vertically be formed with the counterfort plate between backboard and panel three, described panel and slope height coupling, described backboard height is panel height 2/3rds left and right, described counterfort plate upper surface forms L shaped bending, the vertical edges of described L shaped bending is outside being obliquely installed in upper end, described backboard, uniformly on panel and counterfort plate be provided with some drain holes, the drain hole aperture is 100mm-150mm, the drain hole spacing is between 2m-3m, the drain hole mutual dislocation is arranged, the described backboard upper end of retaining wall structure stretches out and is provided with one
extend dull and stereotyped,after the on-the-spot monobloc cast of described retaining wall structure is shaped, make that panel is outside, backboard inwardly draws close with domatic being affixed, the bottom at base plate place in retaining wall structure is embedded to the foundation ditch bottom and the foundation ditch in the outside is filled out tightly, make the drain hole on backboard corresponding with reserving hole on concrete cushion, and it is closely knit to adopt dank material that hole is clogged, panel lowest part drain hole should exceed at least 200mm of ground, the outside, d, in the retaining wall structure laid, the soil body fill is laid in layering, after every filling one layer soil body rear screed is real, recharges next layer soil body, until be filled to top, with the side slope top, flushes.
2. method for building slope protection retaining wall during filling as claimed in claim 1, is characterized in that, in described step c, the described base plate of the retaining wall structure of employing is the acclivitous adverse grade structure of toe of wall, and the adverse grade gradient is 0.05:1 or 0.07:1.
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| CN105649257A (en) * | 2014-11-10 | 2016-06-08 | 善科企业有限公司 | Permeable structure |
| CN104358203B (en) * | 2014-11-14 | 2016-08-24 | 铁道第三勘察设计院集团有限公司 | The reinforced concrete floor formula gabion side's of abandoning lateral drainage groove structure |
| CN109800459B (en) * | 2018-12-17 | 2023-02-03 | 成都理工大学 | Gravity type retaining wall design method and device |
| CN110714479B (en) * | 2019-11-01 | 2020-08-25 | 河北工业大学 | Water-permeable gravity retaining wall structure with embedded gravel column and construction method thereof |
| CN114215103A (en) * | 2021-12-24 | 2022-03-22 | 深圳供电局有限公司 | Transformer substation retaining wall with ecological earthing and wall chase functions |
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