CN101148882A - Stable excavating method for cracked weak rock road cutting high slope - Google Patents
Stable excavating method for cracked weak rock road cutting high slope Download PDFInfo
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- CN101148882A CN101148882A CNA2007100503388A CN200710050338A CN101148882A CN 101148882 A CN101148882 A CN 101148882A CN A2007100503388 A CNA2007100503388 A CN A2007100503388A CN 200710050338 A CN200710050338 A CN 200710050338A CN 101148882 A CN101148882 A CN 101148882A
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Abstract
The present invention discloses process of excavating high road cutting slope of broken soft rock in railway and highway engineering. The excavation process features dividing the road cutting into several upper and lower excavation layers, excavating one layer by one layer from the top to the bottom, performing slope protection to each excavated layer, and pre-reinforcing the slope in the layer to be excavated. The excavation process of the present invention including the technological measures of stepped excavation, stepped stabilizing and pre-reinforcing can avoid erosion and weathering in the slope and stabilize the excavated slope.
Description
Technical field
The present invention relates to the excavation and the reinforcement means of cut slope, particularly a kind of stable excavating method that is used for cracked weak rock road cutting high slope.
Background technology
Fractured weak strata is mainly mud stone, sandstone, shale, influenced by major rupture, and rock stratum joints development, detrition are serious, and self-stability is poor, and behind the cutting excavation, side slope is difficult to keep homeostasis, the cunning of therefore collapsing easily in the cutting excavation process." on protect down retaining " system is adopted in the reinforcing of cracked weak rock road cutting high slope more, anchor pile and retaining wall etc. promptly is set in the side slope bottom reinforces structure, and the domatic slope protection works such as retaining wall, prestress anchorage cable, anchoring pile, anchor pole, spray concrete net that then adopt are reinforced.At present, along with the raising of mechanized construction degree, construction of road cutting mainly adopts the method for mechanical kerve excavation.But there is following deficiency in this method, after finishing behind the excavation, carry out the construction of slope protection works again, the construction of slope protection works such as follow-up retaining wall can not in time be caught up with, it is longer that wall is carried on the back the interim side slope of broken soft rock open-assembly time, the domatic cunning of collapsing that often occurs, this has caused very big trouble for the construction of slope protection works, and construction investment is also restive; In addition, designing requirement bottom side slope adopts the job-hopping excavation method also to be difficult to realize.
Summary of the invention
Technical problem to be solved by this invention provides a kind of stable excavating method for cracked weak rock road cutting high slope, this stable excavating method not only had been fit to mechanized construction, but also can have guaranteed that interim stable and the be completed back of cracked weak rock road cutting high slope in work progress is steady in a long-term, avoided occurring the engineering landslide accident.
The technical solution adopted for the present invention to solve the technical problems is: stable excavating method for cracked weak rock road cutting high slope of the present invention, it is characterized in that: cutting is divided into top excavation layer and bottom excavation layer, from top to bottom carry out stage excavation, behind the excavation of finishing one deck excavation layer, promptly formed side slope is carried out the slope protection works construction; Before bottom excavation layer excavates, earlier cutting bottom gradient slope is carried out pre-strengthening construction.
As a kind of scheme of preferably selecting of the present invention, what described pre-strengthening construction adopted is anchor pile, and the bottom bank protection of bottom excavation layer excavation back construction adopts is retaining wall before the stake or between stake.
As another kind of preferred version of the present invention, what described pre-strengthening construction adopted is anchored pile, and what the bottom bank protection of bottom excavation layer excavation back construction adopted is inter-pile soil nail wall; Bottom excavation layer is divided into bottom excavation layer, upward the excavation layer is two-layer, after the anchored pile construction is finished, carry out excavation earlier to last excavation layer, after following closely wall to anchored pile construction prestress anchorage cable with to formed this part slope construction inter-pile soil, excavate excavating layer down again, finish construction after excavation finishes inter-pile soil nail wall.
The invention has the beneficial effects as follows, adopt the technical measures that classification excavation, classification are stablized and excavate the pre-earlier reinforcing of toe back, avoid slope erosion or further weathering in the digging process, successfully solved the key problem in technology of stable excavation, solved under the broken and mechanization degree raising situation of rock matter the contradiction of appearance in the High Cut Slope construction, avoided that in the work progress engineering landslide accident appears in cracked weak rock road cutting high slope.
Description of drawings
This manual comprises following two width of cloth accompanying drawings:
Fig. 1 is the excavation of cracked weak rock road cutting high slope of the present invention and the construction sequence schematic diagram of reinforcement means;
Fig. 2 is the schematic diagram of a kind of construction sequence of side slope bottom in the excavation of cracked weak rock road cutting high slope of the present invention and the reinforcement means.
Position and pairing mark among the figure: first order excavation layer 11, second level excavation layer 12, bottom excavation layer 13, go up excavation layer 131, excavation layer 132, first order bank protection 21, second level bank protection 22, antislide pile 23, retaining wall 24, anchored pile 25, inter-pile soil nail wall 26, first order platform 31, second level platform 32 down.
The specific embodiment
The present invention is further described below in conjunction with drawings and Examples.
With reference to Fig. 1, cracked weak rock road cutting high slope excavation of the present invention and reinforcement means are divided into top excavation layer 10 and bottom excavation layer 13 with cutting, from top to bottom carry out stage excavation, behind the excavation of finishing one deck excavation layer, promptly formed side slope is carried out the slope protection works construction; Before bottom excavation layer 13 excavates, earlier cutting bottom gradient slope is carried out pre-strengthening construction.Adopt the technical measures that classification excavation, classification are stablized and excavate the pre-earlier reinforcing of toe back, avoid slope erosion or further weathering in the digging process, successfully solved the key problem in technology of stable excavation, solved under the broken and mechanization degree raising situation of rock matter the contradiction of appearance in the High Cut Slope construction, avoided that in the work progress engineering landslide accident appears in cracked weak rock road cutting high slope.
Classification is stablized toe and is adopted pre-reinforcing technique, crucial stablizing at the cutting toe.After the upper slope construction was finished, if unstability appears in cutting bottom gradient slope in work progress, bank protection, the revetment that then can cause top to complete destroyed, even may cause the cunning of collapsing of whole side slope.Cutting bottom gradient slope reinforced in advance can adopt following two kinds of measures usually: with reference to Fig. 1, what described pre-strengthening construction adopted is anchor pile 23, and the bottom bank protections of bottom excavation layer 13 excavation back construction adopt is retaining wall 24 before the stake or between stake.With reference to Fig. 2, what described pre-strengthening construction adopted is anchored pile 25, and pile body is reserved the anchor cable hole, and what the bottom bank protection of bottom excavation layer 13 excavation back construction adopted is inter-pile soil nail wall 26.Bottom excavation layer 13 is divided into bottom excavation layer 13, upward excavation layer 131 is two-layer, after anchored pile 25 constructions are finished, carry out excavation earlier to last excavation layer 131, after exposing pile body anchor cable hole to anchored pile 25 construction prestress anchorage cables, and to formed this part slope construction inter-pile soil nail wall 26, excavate excavating layer 132 down more afterwards, finish construction after excavation finishes inter-pile soil nail wall 26.
Generally cutting can be divided into secondary or three grades, every grade of height 8～15m.In by the embodiment shown in Fig. 1, cutting is divided into top excavation layer 10 and bottom excavation layer 13, top excavation layer 10 is divided into first order excavation layer 11, second level excavation layer 12.For the benefit of construct and be independent of each other, between described first order bank protection 21 and the second level bank protection 22, be respectively arranged with first order platform 31 and second level platform 32 between second level bank protection 22 and the bottom bank protection.Finish the excavation of cutting as follows:
1. excavate 11 layers of cubic metre of earth and stone of first order excavation layer to first order platform 31 elevations, 11 layers of position of first order excavation layer generally are in native covering layer of table or the complete severely-weathered band in rock stratum, so side slope adopts slow stable ratio of slope (being generally 1: 1～1: 1.5).Apply first order bank protection 21 after having excavated immediately, avoid slope erosion or further weathering, make its layer become a stable side slope.
2. excavate the second level 12 layers of cubic metre of earth and stone of excavation layer to second level platform 32 elevations, this layer side slope ratio of slope is looked the detrition degree of rock stratum and determined, and is general steep in last layer, adopts 1: 0.75～1: 1.25.After having excavated, second level excavation layer 12 applies second level bank protection 22 immediately.Interference-free for guaranteeing first order bank protection 21, be provided with smooth between first order bank protection 21, the second level excavation layer 12 and have certain width first order platform 31.
3. with second level platform 32 as anchor pile 23 operation platforms, an excavation stake well, construction anchor pile 23.After treating that pile concrete reaches certain intensity, 13 layers of cubic metre of earth and stone of bottom excavation layer, retaining wall 24 before the construction stake or between stake afterwards.
The bank protection of described top excavation layer 10 its excavation back construction should be first order bank protection 21, second level bank protection 22 mutually, and what first order bank protection 21, second level bank protection 22 adopted is that revetment, prestress anchorage cable, anchoring pile, anchor pole or spray concrete net are reinforced structure.
Claims (6)
1. stable excavating method for cracked weak rock road cutting high slope, it is characterized in that: cutting is divided into top excavation layer (10) and bottom excavation layer (13), from top to bottom carry out stage excavation, behind the excavation of finishing one deck excavation layer, promptly formed side slope is carried out the slope protection works construction; Before bottom excavation layer (13) excavates, earlier cutting bottom gradient slope is carried out pre-strengthening construction.
2. stable excavating method for cracked weak rock road cutting high slope according to claim 1, it is characterized in that: what described pre-strengthening construction adopted is anchor pile (23), and the bottom bank protection of bottom excavation layer (13) excavation back construction adopts is retaining wall (24) before the stake or between stake.
3. stable excavating method for cracked weak rock road cutting high slope according to claim 1, it is characterized in that: what described pre-strengthening construction adopted is anchored pile (25), what the bottom bank protection of bottom excavation layer (13) excavation back construction adopted is inter-pile soil nail wall (26); Bottom excavation layer (13) is divided into bottom excavation layer (13), upward excavation layer (131) is two-layer, after anchored pile (25) construction is finished, carry out excavation earlier to last excavation layer (131), after following closely wall (26) to anchored pile (25) construction prestress anchorage cable with to formed this part slope construction inter-pile soil, excavate excavating layer (132) down again, finish construction after excavation finishes inter-pile soil nail wall (26).
4. as stable excavating method for cracked weak rock road cutting high slope as described in claim 2 or 3, it is characterized in that: described top excavation layer (10) is divided into first order excavation layer (11), second level excavation layer (12), the bank protection of its excavation back construction should be first order bank protection (21), second level bank protection (22) mutually, and what first order bank protection (21), second level bank protection (22) adopted is that revetment, prestress anchorage cable, anchoring pile, anchor pole or spray concrete net are reinforced structure.
5. as stable excavating method for cracked weak rock road cutting high slope as described in the claim 5, it is characterized in that: between described first order bank protection (21) and the second level bank protection (22), be respectively arranged with first order platform (31) and second level platform (32) between second level bank protection (22) and the bottom bank protection.
6. as stable excavating method for cracked weak rock road cutting high slope as described in the claim 5, it is characterized in that: the ratio of slope of described first order bank protection (21) is 1: 1～1: 1.5, the ratio of slope of second level bank protection (22) 1: 0.75～1: 1.25.
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| CNA2007100503388A CN101148882A (en) | 2007-10-29 | 2007-10-29 | Stable excavating method for cracked weak rock road cutting high slope |
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| CN102400470A (en) * | 2011-08-03 | 2012-04-04 | 中国建筑第二工程局有限公司 | Construction method for multi-platform deep foundation of hillside high-rise building |
| CN102605794A (en) * | 2012-04-16 | 2012-07-25 | 北京林业大学 | Hill collapsing and garden making water and soil conservation method |
| CN102787609A (en) * | 2012-08-08 | 2012-11-21 | 长安大学 | Advanced prevention and treatment method for excavation of loess side slope |
| CN102979103A (en) * | 2012-12-13 | 2013-03-20 | 中国水电顾问集团成都勘测设计研究院 | Step type excavating method for large unloading loose rocky side slope |
| CN103243724A (en) * | 2013-05-22 | 2013-08-14 | 中铁二院工程集团有限责任公司 | Bedding cutting high slope closing reinforcement structure |
| CN103243665A (en) * | 2013-05-27 | 2013-08-14 | 中铁工程设计咨询集团有限公司 | Protection method and protection device for blocking deep cutting falling rocks |
| CN103362131A (en) * | 2013-08-02 | 2013-10-23 | 江苏正方园建设集团有限公司 | Composite bamboo rib combined bolting and shotcrete support for foundation pit supporting and construction method of composite bamboo rib combined bolting and shotcrete support |
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| CN103758133A (en) * | 2014-01-13 | 2014-04-30 | 河海大学 | Deep soft soil foundation pit reinforcement method |
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| CN104563142A (en) * | 2015-01-05 | 2015-04-29 | 中国电建集团成都勘测设计研究院有限公司 | United protection structure for large toppling type dangerous rock and treatment method |
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| CN105970966A (en) * | 2016-05-17 | 2016-09-28 | 中国电建集团华东勘测设计研究院有限公司 | Excavation construction method for weak disturbed belt at foundation of super-high arch dam |
| CN106049515A (en) * | 2016-07-27 | 2016-10-26 | 宁波市交通规划设计研究院有限公司 | Reactive balance type stabilization and consolidation method for consolidation treatment of mountainside roadbed side slope in excavation |
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