CN102493485A - 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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- CN102493485A CN102493485A CN2011104520374A CN201110452037A CN102493485A CN 102493485 A CN102493485 A CN 102493485A CN 2011104520374 A CN2011104520374 A CN 2011104520374A CN 201110452037 A CN201110452037 A CN 201110452037A CN 102493485 A CN102493485 A CN 102493485A
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- retaining wall
- backboard
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- wall structure
- side slope
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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 embankment side slope protection retaining wall constructing method.
Background technology
When road construction, when road passed through comparatively low-lying highway section, needs re-layed the road surface after adopting the embankment engineering with the roadbed raising, and wherein embankment is meant when road bed is higher than original ground, fills to the native stone volume of road bed part from original ground.
In the embankment engineering, in order to protect road safety, prevent the side slope avalanche, need face the sky side in side slope retaining wall protection is set.In traditional retaining wall structure, such as counterfort retaining wall, gravity retaining wall, it need be cut the slope or need formerly on the side slope of body of wall bottom, to dig out big cubic metre of earth in the concrete work progress of laying.Such one is to make engineering quantity big, and working procedure is complicated, has prolonged the engineering time, is difficult for being difficult to carry out in the higher earthen foundation of rock quality bases or the intensity of excavation at some; The 2nd, this excavation on a large scale causes the side slope unstability and avalanche causes the potential safety hazard in the work progress easily.Simultaneously existing this side slope protection technology, after retaining wall installs, to the protection effect of embankment side slope still
have much room for improvement.
Summary of the invention
Not enough to above-mentioned prior art; The technical problem that the present invention will solve is: how to provide a kind of operation simpler; Engineering time is shorter, the higher embankment side slope protection retaining wall constructing method of the wider work progress safety simultaneously of applicability, and this method possesses the good characteristics of protection effect simultaneously.
In order to solve the problems of the technologies described above, adopted following technical scheme among the present invention:
A kind of embankment side slope protection retaining wall constructing method; Its characteristics are, may further comprise the steps, a, with side slope smooth be that (domatic gradient size should satisfy the designing requirement of embankment engineering to sloping body intensity to a neat face of slope; Concrete prior art how to confirm to belong to engineering design field; Not at this detailed description), face toe along domatic to extend below excavation form a degree of depth greater than one meter foundation ditch (as optimization, wherein to earthen foundation; The degree of depth that embeds ground at the bottom of the general wall should not be less than 1.0 meters, should should not be less than 0.25m under frost line 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 greater than 30MPa smaller or equal to 60MPa) ground, this insert depth should not be less than 0.6m; For than crumbly rock (saturated uniaxial compressive strength is smaller or equal to 30MPa) ground, this insert depth should not be less than 1.0m); B, build the thick C10 of one deck 100mm (label) concrete cushion at domatic and foundation ditch bottom integrated, corresponding retaining wall drain hole reserving hole on the concrete cushion; C, employing steel concrete monobloc cast go out retaining wall
Structure(be cast in situs when building, propped up earlier the concrete casting building mould of retaining wall associated components, carry out that drain hole punches and the reinforcement cover cushion block is handled according to domatic true form; The cage of reinforcement of good each member of retaining wall of colligation; Poured in place concrete and maintenance moulding obtain retaining wall structure), said retaining wall structure comprises that a bar shaped base plate that is positioned at the bottom surface is (as optimization; Base plate also can be made the acclivitous adverse grade of toe of wall (promptly referring to the 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 make adverse grade can effectively be converted into skid resistance with retaining wall and inner deadweight of banketing thereof; Thereby the antiskid that effectively increases retaining wall moves stability)
GenerallyBaseplate width is not less than 1/4 of retaining wall height, (as optimization, to earthen foundation, baseplate width should not 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 less than retaining wall high 1/6; To general rock (saturated uniaxial compressive strength greater than 30MPa smaller or equal to 60MPa) ground, this baseplate width should not less than wall high 1/5; For than crumbly rock (saturated uniaxial compressive strength is smaller or equal to 30MPa) ground, this insert depth should not less than wall high 1/4), base plate upwards is formed with a panel and a backboard along both sides; Said backboard is outward-dipping and gradient is consistent with domatic gradient; Vertically be formed with counterfort plate (as optimization, said counterfort plate is a plurality of for what arrange according to the spacing of 0.3-0.6 times of distance of retaining wall structure height) between base plate, backboard and the panel three, said panel matees with slope height; Said backboard height is a panel height about 2/3rds; Said counterfort plate upper surface forms L shaped bending, is uniformly distributed with on said backboard, panel and the counterfort plate and is provided with the plurality of rows water hole, and the drain hole aperture is 100mm-150mm; The drain hole spacing is between the 2m-3m, and the drain hole mutual dislocation is arranged; After the on-the-spot monobloc cast of said retaining wall structure is shaped; Make that panel is outside, backboard inwardly reclines with domatic mutually; Fill out tightly with the embedding foundation ditch bottom, bottom at base plate place in the retaining wall structure and with the foundation ditch in the outside; Make on drain hole and the concrete cushion on the backboard reserving hole corresponding, and it is closely knit to adopt dank material (like cobble, sand gravel etc.) that the hole is clogged, panel lowest part drain hole should guarantee to exceed ground, outside 200mm at least; D, the soil body fill is laid in layering in the retaining wall structure that lays, and recharges next layer soil body after every filling one layer soil body rear screed is real, flushes with the side slope top up to being filled to the top.
In the technique scheme, in a step, elder generation carries out side slope smooth, can make when laying retaining wall structure, and its backboard pastes tightlyer with domatic mutually, increases protection intensity; The foundation ditch that is provided with, the retaining wall that can effectively prevent of embedded respective depth produces slippage in different rock quality bases and earthen foundation like this, guarantees that stability is doubted in the antiskid of retaining wall.In the b step, a concrete cushion is set, can and domaticly flattens and clear up, convenient construction location unwrapping wire Foundation trench; Guarantee the active position of plate muscle, the manually-operated that also convenient follow-up tie with reinforcing bar is constructed avoids on-the-spot dirty and messy; It is not contaminated that the reinforcing bar and the soil body are isolated, guarantee its behind fluid concrete with concrete bond stress, simultaneously; This concrete cushion also can be used as topping and effectively protects reinforcing bar, makes it not by corrosion, and satisfies the project durability requirement of retaining wall.The height of bed course is that 100mm is rational numerical, surpasses this thickness waste concrete, 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 has adopted time narrow wide similar V font structure; Act on side slope at the back self gravitation that bankets, can prevent effectively that retaining wall and side slope from producing topples and sliding rupture, and its dorsulum height is a panel height about 2/3rds; Like this
Can effectively practice thrift the engineering quantity and the cost of retaining wall,
SimultaneouslyThe backboard upper interior is connected as a single entity with the outside soil body, reserves the part underground space, and some greening or tubing facilities of helping carrying out on the embankment road surface are also avoided laying
Secretly buryDuring pipeline this retaining wall structure is produced destruction.The drain hole that is provided with, when rainfall and after the rainfall, the discharge of the rainwater that can help to be infiltrated in the soil at retaining wall inside and rear, thus prevent that underground water from producing disadvantageous water pressure to retaining wall.After drain hole aperture and the distance optimization, can
Organize efficientlyDraining can be avoided soil body loss again and not influence retaining wall intensity.Retaining wall structure adopts steel concrete to build and obtains, and is easy to make and intensity is reliable, employing
Steel concreteStructure, ensured effectively the bulk strength of whole member to make it
Have strong support, connect reliableIn the c step, retaining wall structure bottom is embedded in the foundation ditch and fills out tightly, make the retaining wall structure lower end form a reliable supporting, can resist the pressure of side slope more effectively.Punch on the concrete cushion of corresponding drain hole position domatic, can make things convenient for the underground water at backboard rear effectively to discharge, reduce and eliminate acting on the water pressure on the retaining wall.Adopting dank material (like cobble, sand gravel etc.) to clog the hole closely knit is in order to prevent that effectively clay from stopping up the draining hole, possesses enough big interconnected pore simultaneously so that phreatic smooth discharge.Panel lowest part drain hole should guarantee to exceed ground, outside 200mm at least, is in order to guarantee the integrality of bottom retaining wall structure.Adopt layering to fill to lay the soil body in the d step, can be so that soil body compacting be tightr,
Banket intensity and reduce to act on the soil pressure on the retaining wall thereby effectively improve,
SimultaneouslyAt utmost increase the inner weight of retaining wall structure, increase protection effect side slope.
During practical implementation, as optimization, among the said step c, the said 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 sloping body was higher, the antiskid of retaining wall moved and stability against overturning when not enough, can set up at its rear, backboard top extend dull and stereotyped; This extends dull and stereotyped and original retaining wall structure integral cast-in-situ; Make this whole center of gravity of banketing on retaining wall and inside thereof, top move after effectively, increase the arm of force of overturning or slip resistance analysis, thereby effectively strengthen the resistance to capsizing of retaining wall; Extend the newly-increased frictional force in dull and stereotyped top and bottom (soil pressure based on extending on the flat board produces) and also can effectively increase, play good booster action for the resistance to overturning of this retaining wall structure.
In the present technique scheme, said retaining wall structure can design according to the shape of embankment side slope in advance, only needs in the specific implementation then
At the sceneDirectly
ConstructionGet final product.Like this, can find out that from the process and the principle of present technique scheme this method need not side slope is carried out
UprightlyCut the slope and 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 higher earthen foundation of the more unfavorable rock quality base that is difficult for excavation of traditional retaining wall or intensity, and applicability is very wide.Also can not cause the side slope unstability and then cause security incident in the time of this method construction simultaneously, its safety is higher.
In addition, this method is ingenious is utilized inIn the V-type retaining wall structure
The self gravitation of the body that bankets that ramsGuarantee the overturning or slip resistance analysis and the antiskid of side slope are moved stability, so to the better protecting effect of side slope, more
EffectivelyLastingly.
In sum, than prior art, the inventive method is simple and fast more, owing to adopt 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; Can effectively avoid during enforcement
Place, barricade basisSide slope toe heavy excavation causes
The excavation difficulty, promptly potential side slope unstability and engineering quantity increaseDefective, and can utilize retaining wall
After banketingThe gravity of self guarantees that the overturning or slip resistance analysis and the antiskid of retaining wall move stability, have reached easy construction, safe and reliable engineering purpose.
Description of drawings
Fig. 1 is the retaining wall structure sketch map that the present invention adopts when implementing.
The specific embodiment
Below in conjunction with the accompanying drawing and the specific embodiment structure of the present invention is done further to specify.
During practical implementation; This method; May further comprise the steps: a, with side slope smooth be that (domatic gradient size should satisfy the designing requirement of embankment engineering to sloping body intensity to a neat face of slope; Concrete prior art how to confirm to belong to engineering design field is not at this detailed description), suitable domatic at face toe to extending below the foundation ditch of degree of depth of excavation formation (as optimizing to earthen foundation greater than one meter; The degree of depth that embeds ground at the bottom of the general wall should not be less than 1.0 meters, should should not be less than 0.25m under frost line 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 greater than 30MPa smaller or equal to 60MPa) ground, this insert depth should not be less than 0.6m; For than crumbly rock (saturated uniaxial compressive strength is smaller or equal to 30MPa) ground, this insert depth should not be less than 1.0m); B, build the thick C10 concrete cushion of one deck 100mm at domatic and foundation ditch bottom integrated, corresponding retaining wall drain hole reserving hole on the concrete cushion; C, adopt the steel concrete monobloc cast to go out retaining wall structure (to be cast in situs when building, to have propped up the concrete casting building mould of retaining wall associated components earlier according to domatic true form, carry out that drain hole punches and the reinforcement cover cushion block is handled; The cage of reinforcement of good each member of retaining wall of colligation, poured in place concrete and maintenance moulding obtain the integral body of retaining wall structure), said retaining wall structure is as shown in Figure 1; Comprise a bar shaped base plate 3 that is positioned at the bottom surface; As optimization, base plate 3 can be made the acclivitous adverse grade structure of toe of wall (promptly referring to the outer end), the desirable 0.05:1 of the earthen foundation adverse grade gradient during practical implementation; 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 with retaining wall and inner deadweight of banketing thereof, thereby the antiskid that effectively increases retaining wall moves stability, and base plate 3 width are not less than 1/4 of retaining wall height; (as optimization, not to the earthen foundation baseplate width
SuitableLess 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 less than retaining wall high 1/6; To general rock (saturated uniaxial compressive strength greater than 30MPa smaller or equal to 60MPa) ground, this baseplate width should not less than wall high 1/5; For than crumbly rock (saturated uniaxial compressive strength is smaller or equal to 30MPa) ground, this insert depth should not less than wall high 1/4), base plate 3 upwards is formed with a panel 1 and a backboard 2 along both sides; Said backboard 2 is outward-dipping and gradient is consistent with domatic gradient; Vertically be formed with counterfort plate 4 (during practical implementation, as optimization, said counterfort plate 4 is a plurality of for what arrange according to the spacing of 0.3-0.6 times of distance of retaining wall structure height) between base plate 3, backboard 2 and panel 1 three; Said panel 1 and slope height coupling; Said backboard 2 highly is panel 1 height about 2/3rds, and said counterfort plate 4 upper surfaces form L shaped bending, is uniformly distributed with on said backboard 2, panel 1 and the counterfort plate 4 and is provided with plurality of rows water hole 5; Drain hole 5 apertures are 100mm-150mm; Drain hole 5 spacings are between the 2m-3m, and drain hole 5 mutual dislocation arrange that label 6 is the concrete cushion among the step b among the figure; After the on-the-spot monobloc cast moulding of retaining wall structure; Make that panel is outside, backboard inwardly reclines with domatic mutually; Fill out tightly with the embedding foundation ditch bottom, bottom at base plate place in the retaining wall structure and with the foundation ditch in the outside; Make on drain hole and the concrete cushion on the backboard reserving hole corresponding, and it is closely knit to adopt dank material (like cobble, sand gravel etc.) that the hole is clogged, panel lowest part drain hole should exceed ground, outside 200mm at least; D, the soil body fill is laid in layering in the retaining wall structure that lays, and recharges next layer soil body after every filling one layer soil body rear screed is real, flushes with the side slope top up to being filled to the top.
During practical implementation, among the said step c, said backboard 2 upper ends of the retaining wall structure of employing stretch out and are provided with dull and stereotyped 7 (referring to the Fig. 1) of an extension.
Beneficial effect of the present invention: the form of type 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; The limited zone of barricade foundation excavation has favorable applicability when nervous to place such as urban road, sub-district building, access, garage side slope land used; Can effectively reduce the amount of excavation of slope ground body, also guarantee the Slope Treatment construction safety thus.
Claims (3)
1. an embankment side slope protection retaining wall constructing method is characterized in that, may further comprise the steps, a, with side slope smooth be a neat face of slope, form a degree of depth greater than one meter foundation ditch along domatic to extending below excavation at face toe; B, build the thick C10 concrete cushion of one deck 100mm at domatic and foundation ditch bottom integrated, corresponding retaining wall drain hole reserving hole on the concrete cushion; C, employing steel concrete monobloc cast go out retaining wall structure, and said retaining wall structure comprises a bar shaped base plate that is positioned at the bottom surface; Baseplate width is not less than 1/4 of retaining wall height, and base plate upwards is formed with a panel and a backboard along both sides, and said backboard is outward-dipping and gradient is consistent with domatic gradient; Vertically be formed with the counterfort plate between base plate, backboard and the panel three; Said panel and slope height coupling, said backboard height is a panel height about 2/3rds, said counterfort plate upper surface forms L shaped bending; Be uniformly distributed with on said backboard, panel and the counterfort plate and be provided with the plurality of rows water hole; The drain hole aperture is 100mm-150mm, and the drain hole spacing is between the 2m-3m, and the drain hole mutual dislocation is arranged; After the on-the-spot monobloc cast of said retaining wall structure is shaped; Make that panel is outside, backboard inwardly reclines with domatic mutually; Fill out tightly with the embedding foundation ditch bottom, bottom at base plate place in the retaining wall structure and with the foundation ditch in the outside; Make on drain hole and the concrete cushion on the backboard reserving hole corresponding, and it is closely knit to adopt dank material that the hole is clogged, panel lowest part drain hole should exceed ground, outside 200mm at least; D, the soil body fill is laid in layering in the retaining wall structure that lays, and recharges next layer soil body after every filling one layer soil body rear screed is real, flushes with the side slope top up to being filled to the top.
2. embankment side slope protection retaining wall constructing method as claimed in claim 1 is characterized in that, among the said step c, the said 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.
3. embankment side slope protection retaining wall constructing method as claimed in claim 1 is characterized in that, among the said step c, the said backboard upper end of the retaining wall structure of employing stretches out and is provided with one
Extend dull and stereotyped
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| CN201110452037.4A CN102493485B (en) | 2011-12-30 | 2011-12-30 | Method for building slope protection retaining wall during filling |
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| CN201110452037.4A CN102493485B (en) | 2011-12-30 | 2011-12-30 | Method for building slope protection retaining wall during filling |
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Cited By (5)
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| CN104358203A (en) * | 2014-11-14 | 2015-02-18 | 铁道第三勘察设计院集团有限公司 | Reinforced concrete floor type lateral drainage ditch structure utilizing gabion waste stones |
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| CN109800459A (en) * | 2018-12-17 | 2019-05-24 | 成都理工大学 | Designing Method of Gravity Retaining Wall and device |
| CN110714479A (en) * | 2019-11-01 | 2020-01-21 | 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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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110714479A (en) * | 2019-11-01 | 2020-01-21 | 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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