CN102140800A - Quick, safe and environment-friendly method for constructing non-excavated anti-slide pile - Google Patents
Quick, safe and environment-friendly method for constructing non-excavated anti-slide pile Download PDFInfo
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Abstract
The invention discloses a quick, safe and environment-friendly method for constructing a non-excavated anti-slide pile, which comprises the following steps of: (1) paying off and positioning according to the conventional anti-slide pile, leveling an operative surface which passes through a pile row, and marking the point position of a tendon in the pile; (2) constructing a vertical tendon at the point position where the tendon in the pile is marked and ensuring that the tendon is 0.8 to 1.0m higher than the operative surface at an orifice; (3) after the vertical tendon is constructed, constructing an oblique anchor rope; (4) constructing a transverse connecting beam on the top of the pile, and reserving an anchor rope hole in a reinforcing cage of the connecting beam so as to tension the anchor rope; and (5) after concrete of the connecting beam reaches design strength, tensioning and locking the anchor rope on the top of the pile, and finishing construction. By the method, the non-excavated anti-slide pile is formed under the combined action of a plurality of vertical tendons, the oblique anchor rope, the transverse connecting beam and a peripheral soil body. Compared with the conventional anti-slide pile, the non-excavated anti-slide pile has the advantages of reducing emission and the like, is quick, safe and environment-friendly, and has a wide application prospect in landslide control engineering.
Description
Technical field
The invention belongs to the geotechnical engineering technical field, be specially a kind of fast, the non-excavation type anti-slide pile construction method of safety, environmental protection.
Background technology
Antislide pile is a kind of steel concrete stanchion that sliding mass enters the good ground certain depth that passes, utilize the pile body drag that the good ground ground provides under the embedding sliding surface to come the balance Thrust of Landslide, play the anti-sliding support effect, antislide pile occupies an important position in the landslide control of countries in the world as effective engineering measure of administering the landslide.Since the nineteen thirties invention, use gradually maturation and increasingly extensive, now become a kind of effective anti-sliding support structure commonly used, in landslide control, take on the effect of main force.For making antislide pile stressed more reasonable, a retaining effect is more reliable, has developed combining structure forms such as campshed, anchor cable antislide pile, stake board wall.
But there is following defective in antislide pile at present commonly used: 1. the stake well excavates one section entirely by the hand excavation, protects one section, and is long in time limit, efficient is low, is not suitable for the emergency repair engineering; 2. during hand excavated pile lifting dregs and reinforcing bar were gone into the well process in place, potential safety hazard was big, accident takes place frequently; 3. the dregs that digs out from stake need be laid with putting, if stacking is improper, the lighter can destroy the blue mountains and green waters environment, and weight person will bring out mud-rock flow, landslide grade dried rhizome of rehmannia matter disaster; 4. pouring into a mould pile concrete needs constructional materialss such as a large amount of cement, sand, stone, and the production of these materials needs fried mountain to get stone at the cost of the environment usually, and the utmost point is unfavorable for low-carbon environment-friendly; 5. stake well digging process weakens to some extent to the drag of sliding mass own, when especially digging the following hard and steady of sliding bed stratum, needs explosion usually, and this disturbance to the stratum is big; Particularly those are in the landslide of development of deformation in the stage, explosion has more aggravated its unstability and construction risk, and the safety in village was difficult to guarantee especially around the constructor reached.
Summary of the invention
The purpose of this invention is to provide a kind of fast, the non-excavation type anti-slide pile construction method of safety, environmental protection, make its effect that can play traditional antislide pile, can effectively increase work efficiency again, avoid the many security incidents that occur in traditional antislide pile digging process.
For achieving the above object, the technical scheme taked of the present invention is:
A kind of non-excavation type anti-slide pile construction method of environmental protection fast and safely, adopt machine drilling, some vertical reinforcement bundles of sliding zone, oblique anchor cable will be passed, connect to a space antiskid system by the horizontal linking beam of face of land steel concrete, resist Thrust of Landslide jointly, specifically realize by following steps:
1. unwrapping wire is located: according to the landslide actual conditions, according to the layout of traditional antislide pile, carry out the row of piles unwrapping wire, the smooth operating surface that goes out to connect this row of piles is determined pile spacing, stake long axis direction and stake length limit size, the some position of tendon in the sign stake;
2. vertical reinforcement bundle construction: place, the some position of tendon in indicating stake, arrangement rig vertical drilling, boring must be passed sliding zone, and to enter the thickness of the degree of depth of stablizing the rock stratum and sliding mass suitable; Insert tendon and the Grouting Pipe of making in boring, tendon exceeds 0.8～1.0 meter of operating surface in the aperture; From at the bottom of the hole to aperture pressure injection cement mortar, finish the construction of each all tendon points positions successively;
3. oblique anchor cable construction: after the construction of vertical reinforcement bundle, on the smooth operating surface that goes out, carry out oblique anchor cable construction, at oblique 2～4 hole prestress anchorage cables that are provided with in stake position place, 20 °～35 ° at anchor cable inclination angle, anchor cable must pass sliding zone and stretch into the degree of depth of stablizing the rock stratum and be not less than 10 meters;
4. laterally linking beam construction: after vertical reinforcement bundle and oblique anchor cable construction are finished, on the smooth operating surface that goes out, carry out the horizontal linking beam construction in stake top, the tendon colligation stirrup that elder generation exposes each pile crown, by horizontal link bar each pile crown is linked up again, constitute the linking beam reinforcing cage, on completed oblique anchor cable, pvc pipe is installed then, begin to pour into a mould the linking beam concrete, thereby form the antiskid barrier one, the pvc pipe of installing on the anchor cable is in order to reserve the anchor cable hole in the linking beam reinforcing cage, so that anchorage cable stretching;
5. tensioning fixation: after treating that the linking beam concrete reaches design strength, oblique anchor cable is pushed up in stake carry out tensioning fixation, finish the construction of non-excavation type antislide pile.
The tendon that boring is inserted in the step 2 substitutes with steel pipe, shaped steel or anchor cable.
When tendon was constructed, sliding zone place, landslide set up stiffener or shearing steel pipe, with the skid resistance of further reinforcement non-excavation type antislide pile in the step 2.
When tendon slip casting, the place is provided with stop grouting plug at sliding zone in the step 2, by high-pressure slip-casting, cement mortar is squeezed in the geotechnical body be seeped into around the sliding zone, reinforces and the effect of improvement sliding zone rock mechanical character further to play.
Provided by the invention above-mentioned fast, the non-excavation type anti-slide pile construction method of safety, environmental protection, utilize several vertical reinforcement bundles, oblique anchor cable, laterally linking beam and geotechnical body acting in conjunction on every side, form a kind of " non-excavation type antislide pile ", play the effect of similar traditional antislide pile.This method has does not need the hand excavation, can adopt the mechanization full-scale construction, and the duration is short, efficient is high, security risk is little; Do not need a large amount of excavation wastes of handling, do not need a large amount of concrete fills, little to environmental hazard; Need not excavate explosion yet, little to ground disturbance.Compare with traditional antislide pile, its maximum advantage be fast, environmental protection, reduction of discharging, safety, have remarkable economic efficiency and social benefit.Be suitable for rockslide and sand shale alternating layers landslide control, be particularly suitable for railway, highway or disaster area emergency repair engineering, in the preventing land slide engineering, have special advantages and wide application prospect.
Description of drawings
Fig. 1: the layout schematic diagram of non-excavation type anti-slide pile construction method.
The A partial enlarged drawing of Fig. 2: Fig. 1.
Fig. 3: the sectional schematic diagram of non-excavation type anti-slide pile construction method.
Among the figure: 1. tendon, 2. geotechnical body, 3. reinforcing rib, 4. linking beam, 5. anchor cable.
The specific embodiment
For further setting forth technological means and the technique effect that the present invention is adopted when realizing predetermined purpose, the invention will be further described below in conjunction with specific embodiment and accompanying drawing thereof:
As shown in Figure 1 to Figure 3, the concrete implementation step of technical solution of the present invention is as follows:
1. unwrapping wire is located: according to the landslide actual conditions, according to the layout of traditional antislide pile, carry out the row of piles unwrapping wire, the smooth operating surface that goes out to connect this row of piles is determined pile spacing, stake long axis direction and stake length limit size, the some position of tendon 1 in the sign stake.Compare with traditional excavation type antislide pile, because the facility of mechanization full-scale construction, non-excavation type antislide pile pile spacing can be slightly less than traditional antislide pile pile spacing, general about 4 meters; Non-excavation type antislide pile stake sectional dimension can be slightly larger than traditional antislide pile stake sectional dimension 20%～40%.
2. vertical reinforcement bundle construction: place, the some position of tendon 1 in indicating stake, settle the rig vertical drilling, boring aperture generally is not less than 130 millimeters, boring must be passed sliding zone and be entered and stablize the rock stratum certain depth, and boring is passed sliding zone to enter the thickness of the degree of depth of stablizing the rock stratum and sliding mass suitable usually; Insert tendon 1 and the Grouting Pipe of making in boring, tendon 1 exceeds 0.8～1.0 meter of operating surface in the aperture, and the tendon 1 that inserts in the boring also can be substituted by steel pipe, shaped steel or anchor cable.Consider that maximal bending moment and shearing appear near the sliding zone,, when tendon 1 construction, be positioned at sliding zone place, landslide and set up reinforcing rib 3 or shearing steel pipe for further strengthening the skid resistance of non-excavation type antislide pile.Simultaneously, in order further to improve the local Shear Strength Index of sliding zone, when tendon 1 slip casting, can stop grouting plug be set at the sliding zone place, by high-pressure slip-casting, the not little 1MPa of grouting pressure, strength of cement mortar are not less than M30, from carry out the pressure injection cement mortar at the bottom of the hole to the aperture, cement mortar is squeezed in the geotechnical body 2 be seeped into around the sliding zone, reinforce and the effect of improvement sliding zone rock mechanical character to play.Finish the construction of each all 1 position of tendon successively.
3. oblique anchor cable construction: after vertical reinforcement bundle 1 construction is finished, on the smooth operating surface that goes out, carry out oblique anchor cable 5 constructions.At oblique 2～4 hole prestress anchorage cables 5 that are provided with in stake position place, anchor cable 5 inclination angles are 20 °～35 °, and anchor cable 5 must pass sliding zone and stretch into and stablize the rock stratum certain depth, and anchor cable passes the degree of depth of stablizing the rock stratum and generally is not less than 10 meters.
4. laterally linking beam construction: after vertical reinforcement bundle 1 is finished with oblique anchor cable 5 constructions, on the smooth operating surface that goes out, carry out the construction of the horizontal linking beam 4 in stake top.The tendon 1 colligation stirrup that elder generation exposes each pile crown, by horizontal link bar each pile crown is linked up again, constitute the linking beam reinforcing cage, on completed oblique anchor cable, pvc pipe is installed then, begin to pour into a mould the linking beam concrete, thereby form antiskid barrier-horizontal linking beam 4 one.The pvc pipe of installing on the oblique anchor cable 5 is in order to reserve the anchor cable hole in the linking beam reinforcing cage, so that the stretch-draw of oblique anchor cable 5.
5. tensioning fixation: after treating that the linking beam concrete reaches design strength, oblique anchor cable 5 is pushed up in stake carry out tensioning fixation, finish the construction of non-excavation type antislide pile, promptly, form " non-excavation type antislide pile " space antiskid system by several vertical reinforcement bundles 1, oblique anchor cable 5, laterally linking beam 4 and geotechnical body 2 synergies on every side.
Compare with traditional antislide pile, " stake " that this method forms can play the anti-sliding support effect, can effectively increase work efficiency and avoid the generation of many security incidents of occurring in traditional antislide pile stake well digging process again, for antislide pile construction provide a kind of fast, the job practices of environmental protection, reduction of discharging, safety, have remarkable economic efficiency and social benefit, be suitable for rockslide and sand shale alternating layers landslide control, be particularly suitable for railway, highway or disaster area emergency repair engineering.
Above, describing specific implementation method of the present invention with reference to the accompanying drawings, is not to be used for limiting the invention.Those skilled in the art can understand, under situation without departing from the spirit and scope of the present invention, under technology enlightenment provided by the present invention, can also make other equivalent variations and improvement to the specific embodiment of the present invention, these changes and replace all drop in claims of the present invention institute restricted portion.
Claims (4)
1. the non-excavation type anti-slide pile construction method of an environmental protection fast and safely, it is characterized in that: adopt machine drilling, some vertical reinforcement bundles of sliding zone, oblique anchor cable will be passed, connect to a space antiskid system by the horizontal linking beam of face of land steel concrete, resist Thrust of Landslide jointly, specifically realize by following steps:
1. unwrapping wire is located: according to the landslide actual conditions, according to the layout of traditional antislide pile, carry out the row of piles unwrapping wire, the smooth operating surface that goes out to connect this row of piles is determined pile spacing, stake long axis direction and stake length limit size, the some position of tendon in the sign stake;
2. vertical reinforcement bundle construction: place, the some position of tendon in indicating stake, arrangement rig vertical drilling, boring must be passed sliding zone, and to enter the thickness of the degree of depth of stablizing the rock stratum and sliding mass suitable; Insert tendon and the Grouting Pipe of making in boring, tendon exceeds 0.8～1.0 meter of operating surface in the aperture; From at the bottom of the hole to aperture pressure injection cement mortar, finish the construction of each all tendon points positions successively;
3. oblique anchor cable construction: after the construction of vertical reinforcement bundle, on the smooth operating surface that goes out, carry out oblique anchor cable construction, at oblique 2～4 hole prestress anchorage cables that are provided with in stake position place, 20 °～35 ° at anchor cable inclination angle, anchor cable must pass sliding zone and stretch into the degree of depth of stablizing the rock stratum and be not less than 10 meters;
4. laterally linking beam construction: after vertical reinforcement bundle and oblique anchor cable construction are finished, on the smooth operating surface that goes out, carry out the horizontal linking beam construction in stake top, the tendon colligation stirrup that elder generation exposes each pile crown, by horizontal link bar each pile crown is linked up again, constitute the linking beam reinforcing cage, on completed oblique anchor cable, pvc pipe is installed then, begin to pour into a mould the linking beam concrete, thereby form the antiskid barrier one, the pvc pipe of installing on the anchor cable is in order to reserve the anchor cable hole in the linking beam reinforcing cage, so that anchorage cable stretching;
5. tensioning fixation: after treating that the linking beam concrete reaches design strength, oblique anchor cable is pushed up in stake carry out tensioning fixation, finish the construction of non-excavation type antislide pile.
2. non-excavation type anti-slide pile construction method according to claim 1 is characterized in that: described step 2. in, when tendon was constructed, sliding zone place, landslide set up stiffener or shearing steel pipe, with the skid resistance of further reinforcement non-excavation type antislide pile.
3. non-excavation type anti-slide pile construction method according to claim 1 and 2, it is characterized in that: described step 2. in, when tendon slip casting, the place is provided with stop grouting plug at sliding zone, pass through high-pressure slip-casting, cement mortar is squeezed in the geotechnical body be seeped into around the sliding zone, reinforce and the effect of improvement sliding zone rock mechanical character further to play.
4. non-excavation type anti-slide pile construction method according to claim 1 is characterized in that: described step 2. in, the tendon that boring is inserted substitutes with steel pipe, shaped steel or anchor cable.
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| CN 201110024826 CN102140800B (en) | 2011-01-24 | 2011-01-24 | Quick, safe and environment-friendly method for constructing non-excavated anti-slide pile |
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| CN 201110024826 CN102140800B (en) | 2011-01-24 | 2011-01-24 | Quick, safe and environment-friendly method for constructing non-excavated anti-slide pile |
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| CN102140800B CN102140800B (en) | 2012-10-03 |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102747738A (en) * | 2012-07-25 | 2012-10-24 | 中国水电顾问集团西北勘测设计研究院 | Method for adopting high-pressure grouting steel pipe pile to perform covering layer side slope treatment |
| CN102953389A (en) * | 2012-11-07 | 2013-03-06 | 宁波大学 | Novel side slope retainer anchor anti-sliding pile |
| CN103541368A (en) * | 2013-11-18 | 2014-01-29 | 贵州正业工程技术投资有限公司 | Rock-mass skidding resisting deep-layer shearing resisting device and method for manufacturing same |
| CN104196014A (en) * | 2014-09-11 | 2014-12-10 | 中南大学 | Combined rock-embedded anchor cable slide-resistant pile where round steel is implanted and construction method thereof |
| CN105544565A (en) * | 2016-01-14 | 2016-05-04 | 广西大学 | Side slope anti-sliding supporting structure |
| CN105887948A (en) * | 2016-04-15 | 2016-08-24 | 中铁西北科学研究院有限公司西南分院 | Inclination resetting, deviation correction and reinforcement method for anti-slide pile |
| CN106841573A (en) * | 2017-04-12 | 2017-06-13 | 中铁西北科学研究院有限公司 | A kind of debris flows simulation experimental rig and test method |
| CN108487270A (en) * | 2018-06-15 | 2018-09-04 | 华东交通大学 | A kind of friction pile and construction method |
| CN110004943A (en) * | 2019-03-27 | 2019-07-12 | 河海大学 | Forced miniature steel pipe pile-anchor cable joint soil-slope supporting construction and construction method |
| CN110593277A (en) * | 2019-03-14 | 2019-12-20 | 中铁二院工程集团有限责任公司 | Abrupt slope antiskid reinforced structure and construction method |
| CN111119208A (en) * | 2020-01-17 | 2020-05-08 | 中铁二院工程集团有限责任公司 | Hole anchor pile protection structure and construction method thereof |
| CN113186842A (en) * | 2021-05-08 | 2021-07-30 | 四川省交通勘察设计研究院有限公司 | Treatment method capable of permanently preventing top of open cut tunnel from being overloaded |
| CN113389220A (en) * | 2021-07-02 | 2021-09-14 | 中国电建集团成都勘测设计研究院有限公司 | Rock slope non-excavation road shoulder retaining wall and construction method thereof |
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Patent Citations (5)
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| CN1292448A (en) * | 2000-11-17 | 2001-04-25 | 中国科学院地质研究所 | Prestressed slip-resisting pile for reinforcing side slope and its method |
| KR20030029073A (en) * | 2003-02-21 | 2003-04-11 | (주)현이앤씨 | Method and apparatus of large size stiffness passive pile with dewatering and soil reinforcement |
| CN101067301A (en) * | 2007-02-14 | 2007-11-07 | 中铁西北科学研究院有限公司 | Multi-anchoring point antisliding pile adapted to multilayer slide surface and deep sliding face |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102747738A (en) * | 2012-07-25 | 2012-10-24 | 中国水电顾问集团西北勘测设计研究院 | Method for adopting high-pressure grouting steel pipe pile to perform covering layer side slope treatment |
| CN102953389A (en) * | 2012-11-07 | 2013-03-06 | 宁波大学 | Novel side slope retainer anchor anti-sliding pile |
| CN103541368A (en) * | 2013-11-18 | 2014-01-29 | 贵州正业工程技术投资有限公司 | Rock-mass skidding resisting deep-layer shearing resisting device and method for manufacturing same |
| CN104196014A (en) * | 2014-09-11 | 2014-12-10 | 中南大学 | Combined rock-embedded anchor cable slide-resistant pile where round steel is implanted and construction method thereof |
| CN105544565A (en) * | 2016-01-14 | 2016-05-04 | 广西大学 | Side slope anti-sliding supporting structure |
| CN105887948A (en) * | 2016-04-15 | 2016-08-24 | 中铁西北科学研究院有限公司西南分院 | Inclination resetting, deviation correction and reinforcement method for anti-slide pile |
| CN106841573A (en) * | 2017-04-12 | 2017-06-13 | 中铁西北科学研究院有限公司 | A kind of debris flows simulation experimental rig and test method |
| CN108487270A (en) * | 2018-06-15 | 2018-09-04 | 华东交通大学 | A kind of friction pile and construction method |
| CN110593277A (en) * | 2019-03-14 | 2019-12-20 | 中铁二院工程集团有限责任公司 | Abrupt slope antiskid reinforced structure and construction method |
| CN110004943A (en) * | 2019-03-27 | 2019-07-12 | 河海大学 | Forced miniature steel pipe pile-anchor cable joint soil-slope supporting construction and construction method |
| CN111119208A (en) * | 2020-01-17 | 2020-05-08 | 中铁二院工程集团有限责任公司 | Hole anchor pile protection structure and construction method thereof |
| CN113186842A (en) * | 2021-05-08 | 2021-07-30 | 四川省交通勘察设计研究院有限公司 | Treatment method capable of permanently preventing top of open cut tunnel from being overloaded |
| CN113389220A (en) * | 2021-07-02 | 2021-09-14 | 中国电建集团成都勘测设计研究院有限公司 | Rock slope non-excavation road shoulder retaining wall and construction method thereof |
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| CN102140800B (en) | 2012-10-03 |
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