CN109736335B - Control structure and method for ultra-high steep rock slope system - Google Patents

Control structure and method for ultra-high steep rock slope system Download PDF

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CN109736335B
CN109736335B CN201910145750.0A CN201910145750A CN109736335B CN 109736335 B CN109736335 B CN 109736335B CN 201910145750 A CN201910145750 A CN 201910145750A CN 109736335 B CN109736335 B CN 109736335B
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slope
side slope
engineering
natural
excavation
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CN109736335A (en
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王汉辉
翁永红
施华堂
丁刚
刘权庆
胡清义
张存慧
黄小艳
肖碧
熊瑶
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Changjiang Institute of Survey Planning Design and Research Co Ltd
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Changjiang Institute of Survey Planning Design and Research Co Ltd
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    • Y02TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02ATECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A10/00TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
    • Y02A10/23Dune restoration or creation; Cliff stabilisation

Abstract

The invention relates to a control structure and a control method for an ultra-high steep rock slope system. By adopting high-protection pre-fixation for the upper natural side slope, dangerous sources such as blocks or dangerous stones and the like existing in the local part of the upper natural side slope are prevented and treated, and the excavation influence area of the engineering side slope in the natural side slope is pre-reinforced, so that the problem that the upper natural side slope and the lower engineering side slope interfere with each other is completely avoided. The 'stable digging and proper protection' is adopted for the engineering side slope at the lower part, so that the engineering side slope is properly protected, and the overall stability of the engineering side slope is ensured. And the upper natural side slope and the lower engineering side slope are controlled by the system, so that the control effect is comprehensive and thorough. The method of pre-fixing is adopted for the excavation influence area, the stress and the strain of the slope excavation influence area are controlled through the pre-actively applied anchor cable pre-stress, the plastic yield area is prevented from further developing to the upper part, the adverse effect of the lower engineering slope excavation on the upper natural slope is thoroughly avoided, and the aims of 'not raining silk muzzle' and accurate control are achieved.

Description

Control structure and method for ultra-high steep rock slope system
Technical Field
The invention relates to the field of slope engineering prevention and control, in particular to an ultra-high steep rock slope system prevention and control structure and method.
Background
The side slope is a geologic body with a temporary empty condition on the surface of the crust, and consists of a slope top, a slope surface, a slope foot and a rock-soil body with a certain depth below the slope foot. According to the height characteristic division of the side slope, the side slope is a low side slope with the height below 10m, the side slope is a medium-low side slope with the height below 10m, the side slope is a medium side slope with the height below 30m to 30m, the side slope is a medium side slope with the height below 30m to 70m, the side slope is a high side slope with the height below 70m to 150m, the side slope is an ultrahigh side slope with the height above 150m to 300m, and the side slope is an extra-high side slope with the height above 300 m; dividing according to the steep degree of the side slope, wherein the gradient is a gentle slope below 10 degrees, the gradient is a slope between 10 degrees and 30 degrees, the gradient is a medium slope between 30 degrees and 45 degrees, the gradient is a steep slope between 45 degrees and 60 degrees, the gradient is a steep slope between 60 degrees and 75 degrees, the gradient is an upright slope between 75 degrees and 90 degrees, and the gradient is a reverse slope above 90 degrees; according to the composition material division of the side slope, the side slope is composed of soil, sand, broken stone, block stone, boulder or broken structure rock mass, and the side slope is composed of block structure, lamellar structure and rock mass inlaid with broken structure.
According to the cause, the side slopes can be divided into natural side slopes and engineering side slopes. Naturally occurring slopes formed by natural forces are referred to as natural slopes, and slopes formed by artificial excavation modification or affected by engineering are referred to as engineering slopes. Generally, a natural slope with a certain height still exists above an engineering slope which is manually excavated and transformed, the natural slope and the engineering slope are mutually dependent and restricted to form a complete slope together, the change or disturbance of any one side can influence the other side, and the problem of mutual interference between the ultra-high steep rock engineering slope and the natural slope at the upper part of the ultra-high steep rock engineering slope is particularly remarkable. At present, the method for preventing and controlling the ultra-high steep rock slope lacks a system, and the traditional slope prevention and control has the following problems:
1. the engineering side slope formed by artificial excavation is generally positioned at the lower part of the side slope, and the upper part of the engineering side slope can be provided with natural side slopes with hundreds of meters or even hundreds of meters. Because the engineering side slope digs a large amount of rock mass outside the side slope, which is equivalent to digging the supporting body at the lower part of the side slope, the integrity of the side slope is affected, not only the stability of the engineering side slope is adversely affected, but also the overall stability of the natural side slope at the upper part of the engineering side slope is adversely affected. The traditional ultra-high steep rock slope control structure and method are generally only used for controlling engineering slopes, the problem of overall stability of the upper natural slope of the engineering slopes is not systematically considered, the upper natural slope of the engineering slopes is possibly deformed or unstable, the safety of the lower engineering slopes is then threatened, and immeasurable losses can be caused to the engineering.
2. The problem of local stability of the ultra-high abrupt rock natural side slope affects the problem of local stability of the safe ultra-high abrupt rock natural side slope of the engineering side slope at the lower part of the ultra-high abrupt rock natural side slope, and possibly dangerous sources such as blocks or dangerous stones exist locally on the ultra-high abrupt rock natural side slope, and under the action of natural factors such as unloading, weathering and rainfall, the problems of rolling stones and falling stones can be generated. As the ultra-high steep side slope is not only high in mountain and steep in slope, but also the lower part is the engineering side slope, once blocks or dangerous stones on the natural side slope roll down or fall down from a high place, personnel, equipment and related building safety in the construction period and the operation period of the engineering side slope at the lower part are directly threatened.
At present, for the control of ultra-high steep rock slopes, the conventional structure and method are generally used for controlling engineering slopes only, the problem that the lower engineering slopes and the upper natural slopes interfere with each other is not systematically considered, the upper natural slopes are possibly deformed and even unstably caused by the excavation of the lower engineering slopes, the safety of the lower engineering slopes during the construction period and the operation period of the lower engineering slopes can be influenced by the problem of the local stability of the upper natural slopes, and the loss of immeasurable personnel, equipment and engineering safety can be caused. Aiming at the current situation, an ultra-high steep rock slope system control structure and method are developed.
Disclosure of Invention
In order to solve the problems, the invention provides a control structure and a control method for an ultra-high steep rock slope system, which better solve the problems that the conventional control method is difficult to solve, such as mutual interference between an upper natural slope and a lower engineering slope.
The technical scheme adopted by the invention is as follows: a control method of an ultra-high steep rock slope system comprises the following steps:
A. and (3) preventing and controlling dangerous sources existing on natural side slopes:
removing floating stones or dangerous stones of the natural side slope;
and (3) preventing and controlling random dangerous stones of the natural side slope: for small-scale dangerous stones randomly existing on the whole slope, one or a plurality of passive protection nets are selected for prevention and control;
B. prevention and control of excavation influence areas in natural side slopes: before the engineering side slope is excavated, determining the plane range and the height of an excavation influence area in the natural side slope according to the excavation arrangement and the height of the engineering side slope, and pre-anchoring the excavation influence area by adopting a pre-stressed anchor cable;
C. engineering slope excavation: after the prevention and control construction of the upper natural side slope and the excavation influence area are all completed, starting the excavation construction of the lower engineering side slope; the engineering side slope should meet the self-stabilizing capability, and the engineering side slope is excavated in a stepped section.
D. Engineering side slope support: the engineering side slope support is carried out immediately following the side slope excavation, and the slope is prevented and controlled immediately after the engineering side slope excavation of each ladder section is completed; according to the engineering side slope structure and rock mass conditions, 1-2 rows of pre-stressed anchor cables are adopted for preventing and controlling each grade of side slope; aiming at the problem of local instability of the block body on the side slope, the mortar anchor rod or the prestressed anchor rod rope is adopted for reinforcement.
Preferably, in the step a, the pumice stone on the slope of the natural slope is removed manually, and the small-scale dangerous stone is removed by blasting.
Further, in the step a, the method for controlling the dangerous source existing on the natural side slope further includes:
natural slope local block control: reinforcing a local bad geologic body existing on a natural side slope;
preventing and controlling a local rock mass breaking area of a natural side slope: for a local rock mass breaking area of a natural side slope, an active protection net is adopted for preventing and controlling.
Preferably, in the step a, the passive protection net at the lowest part is disposed at a junction of the natural slope and the engineering slope.
Preferably, in the step B, the plane range of the excavation influence area (the projection range in the horizontal plane) is equal to the plane range of the engineering side slope, and the height of the excavation influence area is generally 1/10-1/5 of the height of the engineering side slope.
Preferably, in the step C, the engineering slope excavation slope ratio is not steeper than the rock stratum slope ratio.
Preferably, in the step C, the engineering side slope is excavated in steps, the height of the steps is generally 15 m-30 m, and the pavement with the width of 2 m-3 m is arranged.
Preferably, in the step D, after each bench engineering slope is excavated, the slope is immediately prevented and treated by adopting net-hanging concrete.
The utility model provides an ultra-high steep rock matter side slope system prevention and cure structure, includes from top to bottom natural side slope and engineering side slope that sets gradually, its characterized in that: the bottom in the natural side slope is provided with an excavation influence area which is positioned right above the engineering side slope, the plane range of the excavation influence area is equal to the plane range of the engineering side slope, the height is 1/10-1/5 of the height of the engineering side slope, and the pre-anchoring is carried out by adopting a pre-stressed anchor cable;
the natural side slope is internally provided with one or a plurality of passive protective nets for preventing and controlling small-scale dangerous stones randomly existing on the whole slope, mortar anchor rods or anchor bar piles or prestressed anchor rods or prestressed anchor ropes for reinforcing local bad geological bodies, and active protective nets for preventing and controlling local rock mass breaking areas;
the engineering side slope is excavated in a stepped manner, the height of the stepped portion is 15-30 m, a pavement with the width of 2-3 m is arranged, each step engineering side slope surface is controlled by adopting net hanging and concrete spraying, and each step side slope is controlled by adopting 1-2 rows of prestressed anchor cables; and a mortar anchor rod or a prestressed anchor rope for reinforcing the local bad geological body is arranged in the engineering side slope.
Preferably, the engineering slope should meet self-stabilization capability, and the excavation slope ratio is not steeper than the rock stratum slope ratio.
Further, four passive protection nets are arranged in the natural side slope, the passive protection net at the lowest part is arranged at the junction of the natural side slope and the engineering side slope, the height difference between the adjacent passive protection nets is 100 m-150 m, and the height of each passive protection net is 5m.
The beneficial effects obtained by the invention are as follows: the control structure and the control method of the ultra-high steep rock slope system are popularized and applied to control of the ultra-high steep slope and other parts of the water inlet of the right shore power station of the gold sand Jiang Wudong German hydropower station, and better solve the problems that the conventional control method is difficult to solve, such as mutual interference of an upper natural slope and a lower engineering slope. The control structure and method of the ultra-high steep rock slope system have the following outstanding advantages:
(1) And the upper natural side slope and the lower engineering side slope are controlled by a system, and the control effect is comprehensive and thorough. The method has the advantages that firstly, the high-prevention pre-fixation is adopted for the upper natural side slope, the dangerous sources such as blocks or dangerous stones which are locally existed in the upper natural side slope are prevented and treated, and the excavation influence area of the engineering side slope in the natural side slope is pre-reinforced, so that the problem that the upper natural side slope and the lower engineering side slope interfere with each other is completely avoided; in addition, the 'stable excavation and adaptation' is adopted for the engineering side slope at the lower part, the engineering side slope has basic self-stabilization capability by controlling the excavation slope ratio, and the engineering side slope is properly protected, so that the overall stability of the engineering side slope is ensured.
(2) The method aims at pre-anchoring the natural slope excavation influence area, does not have rainy silk muir, and is accurate in control. By adopting a pre-fixing method for the natural slope excavation influence area, the reinforcement range is 1/10-1/5 of the engineering slope height, and the stress and the strain of the slope excavation influence area are controlled by the pre-actively applied anchor cable pre-stress, so that the plastic yield area is prevented from further developing to the upper part, and the adverse effect of the lower engineering slope excavation on the upper natural slope is thoroughly avoided.
Drawings
FIG. 1 is a schematic diagram of the structure of the present invention;
reference numerals: 1. natural side slope, 2, engineering side slope, 3, excavation influence area, 4, passive protection network, 5, local rock mass breaking area, 6, local block, 7, net hanging sprayed concrete, 8, natural side slope prestressed anchor cable, 9, excavation influence area prestressed anchor cable, 10, engineering side slope prestressed anchor cable, 11, natural side slope mortar anchor rod or anchor bar pile, 51, active protection network, s, side slope surface line, m, side slope excavation line.
Detailed Description
The invention will be further described with reference to the drawings and the specific examples.
As shown in fig. 1, the core of the control structure and method of the ultra-high steep rock slope system of the invention is that the concept of system control of ' high prevention pre-fixation ' and stable digging and protecting ' is adopted, the control method of ' high prevention ' and ' pre-fixation ' is adopted for the upper natural slope, the control method of ' stable digging ' and ' protecting ' is adopted for the lower engineering slope, and the following steps are respectively explained:
(1) High-protection
The high prevention is to prevent and treat dangerous sources such as blocks or dangerous stones locally existing on the upper natural slope. According to the scale and distribution characteristics of the block and the dangerous stone, a targeted control method is adopted: removing pumice or dangerous stones with smaller volume; the blocks with larger volumes are reinforced by adopting mortar anchor rods, anchor bar piles or prestressed anchor rods (ropes) (the blocks with the volume of less than 100 cubic meters are reinforced by adopting the mortar anchor rods, the blocks with the volume of 100-500 cubic meters are reinforced by adopting the anchor bar piles, and the blocks with the volume of more than 500 cubic meters are reinforced by adopting the prestressed anchor ropes); active protection nets are adopted for preventing and controlling local rock mass crushing areas of the slope; the small-scale dangerous stones randomly existing on the whole slope are prevented and treated by adopting a passive protection net, and the passive protection net at the lowest part is arranged at the adjacent parts of the natural slope and the engineering slope.
(2) Pre-fixing
And (3) pre-fixing, namely pre-fixing the engineering slope excavation influence area in the natural slope. In order to prevent the engineering side slope excavation from influencing the stability of the upper natural side slope, the excavation influence area near the junction of the engineering side slope and the natural side slope is anchored in advance before the engineering side slope is excavated, the reinforcement range is 1/10-1/5 of the engineering side slope height, the reinforcement measure is to anchor by adopting a pre-stressed anchor cable, the stress and the strain of the side slope excavation influence area are controlled by the pre-actively applied anchor cable pre-stress, and the plastic yield area is prevented from further developing to the upper part, so that the stability of the upper natural side slope is prevented from being influenced by the lower engineering side slope excavation.
(3) Stable digging
The stable excavation is that the engineering side slope has basic self-stabilization capability by controlling the ratio of the excavated slope, so that larger faults and weak layer development areas should be avoided, and special attention should be paid to side slopes with adverse side slope structures such as forward slopes. The forward slope, namely the stratum trend is consistent with the slope direction of the side slope, the slope excavation gradient is controlled, so that the excavation gradient is not steeper than the stratum layer gradient, and the problem that the engineering side slope is unstable due to the fact that the forward slope layered rock body is cut by feet caused by excavation is avoided.
(4) Adapting and protecting
And (3) proper protection is carried out on the excavated engineering side slope. In order to prevent the integrity of the rock mass of the excavated engineering side slope from further deteriorating under the weathering effect, the side slope surface is prevented and treated by adopting net-hanging sprayed concrete; according to engineering slope structure and rock mass conditions, 1-2 rows of prestressed anchor cables are adopted for preventing and controlling a primary slope or a multi-stage slope; aiming at the problems of loose unloading after engineering side slope excavation and local instability of existing blocks and the like, mortar anchor rods or prestressed anchor rods (ropes) are adopted for reinforcement.
The invention relates to a control method of an ultra-high steep rock slope system, which specifically adopts the following steps:
1. removing floating stones or dangerous stones on a natural side slope: the pumice stone on the slope of the natural slope is removed manually, and the small-scale dangerous stone is removed by blasting.
2. Natural slope local block control: the method is characterized in that the natural side slope is comprehensively and carefully subjected to geological recognition, local bad geologic bodies such as blocks and the like existing in the natural side slope are investigated in detail, and mortar anchor rods, anchor bar piles or prestressed anchor rods (cables) are respectively adopted for reinforcement according to the scale and stability of the blocks.
3. Preventing and controlling a local rock mass breaking area of a natural side slope: for a local rock mass breaking area of a natural side slope, an active protection net is adopted for preventing and controlling.
4. And (3) preventing and controlling random dangerous stones of the natural side slope: for small-scale dangerous stones randomly existing on the whole slope, one or a plurality of passive protective nets are selected for control according to the height of the slope and the energy level of the passive protective net, and the passive protective net at the lowest part is arranged at the junction of the natural slope and the engineering slope.
5. Prevention and control of excavation influence areas in natural side slopes: before the engineering side slope is excavated, determining the plane range and the height of an excavation influence area in the natural side slope according to the excavation arrangement and the height of the engineering side slope, wherein the plane range is generally slightly larger than the engineering side slope, the height is generally 1/10-1/5 of the height of the engineering side slope, and the prevention and treatment measures of the excavation influence area are to adopt pre-stressed anchor cables for pre-anchoring.
6. Engineering slope excavation: and after the upper natural side slope and the excavation influence area control construction are all completed, the lower engineering side slope excavation construction is started. The engineering slope excavation slope ratio is controlled not steeper than the rock stratum slope ratio, so that the slope can meet the basic self-stabilization capability. The engineering side slope is excavated in steps, the height of the steps is generally 15-30 m, and the horse way with the width of 2-3 m is arranged.
7. Engineering side slope support: the engineering side slope support is carried out immediately following the side slope excavation, and after the engineering side slope excavation of each ladder section is completed, the slope is immediately prevented and treated by adopting net hanging and concrete spraying; according to engineering slope structure and rock mass conditions, 1-2 rows of prestressed anchor cables are adopted for preventing and controlling a primary slope or a multi-stage slope; aiming at the problem of local instability of blocks and the like on a side slope, mortar anchor rods or prestressed anchor rods (ropes) are adopted for reinforcement.
The following will take a practical engineering as an example:
the elevation of the top of the ultra-high steep side slope of the water inlet of the right shore power station of a certain hydropower station is 1530m, the elevation of the bottom plate of the water inlet is 910m, and the elevation of the top of the opening line of the engineering side slope is 1060m. The total height of the water inlet bottom plate above the side slope is 620m, the height of the upper natural side slope is 470m, and the height of the lower engineering side slope is 150m. The problems of mutual interference of the upper natural side slope and the lower engineering side slope are very outstanding, and the problems are successfully solved by adopting the control method. The following describes specific embodiments of the present method:
1. removing floating stones or dangerous stones on a natural side slope: the pumice stone on the slope of the natural slope is removed manually, and the small-scale dangerous stone is removed by blasting.
2. Natural slope local block control: carrying out comprehensive and detailed geological recognition on the natural side slope by detailed adjustmentThe natural side slope is found to have 25 blocks, wherein 8 blocks adoptL=6m mortar anchor rods are used for prevention and treatment, and 9 blocks adopt +.> The control is carried out by L=12m anchor piles, 8 blocks are controlled by 1000kN @ 6m×6m, L=30m prestressed anchor cables.
3. Preventing and controlling a local rock mass breaking area of a natural side slope: for the local rock mass breaking area of the natural side slope, a GPS2 active protection net is adopted for prevention and control, and the active protection net covers the whole rock mass breaking area and extends to not less than 1m of stable rock mass beyond the boundary of the active protection net.
4. And (3) preventing and controlling random dangerous stones of the natural side slope: for small-scale dangerous stones randomly existing on the whole slope, 4 RXI-100 passive protection nets are arranged from top to bottom according to the height of the slope and the energy level of the passive protection net, and are respectively arranged near elevations 1500m, 1300m, 1150m and 1060m, wherein the passive protection net at the lowest part is arranged at the junction of a natural slope and an engineering slope.
5. Prevention and control of excavation influence areas in natural side slopes: the plane range of the excavation influence area is consistent with the engineering slope, the height is 1/5 of the height of the engineering slope, the height range is 1060-1090 m, and the excavation influence area is provided with 1000kN @ 5m x 5m and L=40m prestressed anchor cables.
6. Engineering slope excavation: and after the upper natural side slope and the excavation influence area control construction are all completed, the lower engineering side slope excavation construction is started. The excavation slope ratio of the transverse slope to the oblique slope is 1:0.1, and a 3m wide horse road is generally arranged every 15 m; the excavation slope ratio of the forward slope section is 1:0.3, and a 3m wide horse road is generally arranged every 15 m.
7. Engineering side slope support: and carrying out side slope support in time after each level of engineering side slope is excavated. The tops of the streets of each level are provided with 2 rowsL=9m fore shaft stock, 5 row are established in the single-stage side slope +.>L=6m system anchor. Each grade of slope is provided with 2 rows of 2000kN 4.5mX4.5 m system anchor cables, L=40m system anchor cables, 12cm of slope net-hanging spray concrete, and the parameters of the reinforcing steel bar net are +.>
The ultra-high steep side slope of the water inlet of the right shore power station of the hydropower station is excavated and supported for 30 months, no safety accident exists in the construction process, no obvious deformation exists on the natural side slope and the engineering side slope, and the prevention and control effect is obvious.
The foregoing has shown and described the basic principles and main structural features of the present invention. The present invention is not limited to the above examples, and various changes and modifications may be made therein without departing from the spirit and scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.

Claims (8)

1. A control method of an ultra-high steep rock slope system comprises the following steps:
A. and (3) preventing and controlling dangerous sources existing on natural side slopes:
removing floating stones or dangerous stones of the natural side slope;
and (3) preventing and controlling random dangerous stones of the natural side slope: for small-scale dangerous stones randomly existing on the whole slope, one or a plurality of passive protection nets are selected for prevention and control;
B. prevention and control of excavation influence areas in natural side slopes: before the engineering side slope is excavated, determining the plane range and the height of an excavation influence area in the natural side slope according to the excavation arrangement and the height of the engineering side slope, and pre-anchoring the excavation influence area by adopting a pre-stressed anchor cable;
C. engineering slope excavation: after the prevention and control construction of the upper natural side slope and the excavation influence area are all completed, starting the excavation construction of the lower engineering side slope; the engineering side slope meets the self-stabilizing capability, and the engineering side slope is excavated in a stepped section;
D. engineering side slope support: the engineering side slope support is carried out immediately following the side slope excavation, and the slope is prevented and controlled immediately after the engineering side slope excavation of each ladder section is completed; according to the engineering side slope structure and rock mass conditions, 1-2 rows of pre-stressed anchor cables are adopted for preventing and controlling each grade of side slope; aiming at the problem of local instability of the block body on the side slope, a mortar anchor rod or a prestressed anchor rod rope is adopted for reinforcement;
in the step B, the plane range of the excavation influence area is equal to the plane range of the engineering side slope, and the height of the excavation influence area is 1/10-1/5 of the height of the engineering side slope;
in the step C, the engineering slope excavation slope ratio is not steeper than the rock stratum slope ratio; the engineering side slope is excavated in a stepped section, the height of the stepped section is 15-30 m, and a horse road with the width of 2-3 m is arranged.
2. The method for controlling an ultra-high steep rock slope system according to claim 1, wherein: in the step A, the pumice stone on the slope surface of the natural slope is removed manually, and the small-scale dangerous stone is removed in a blasting mode.
3. The ultra-high steep rock slope system control method according to claim 1 or 2, wherein: in the step a, the method for controlling the dangerous source existing in the natural side slope further includes:
natural slope local block control: reinforcing a local bad geologic body existing on a natural side slope;
preventing and controlling a local rock mass breaking area of a natural side slope: for a local rock mass breaking area of a natural side slope, an active protection net is adopted for preventing and controlling.
4. The method for controlling an ultra-high steep rock slope system according to claim 1, wherein: in the step A, the passive protection net at the lowest part is arranged at the junction part of the natural slope and the engineering slope.
5. The method for controlling an ultra-high steep rock slope system according to claim 1, wherein: in the step D, after the slope of each bench engineering is excavated, the slope is immediately prevented and treated by adopting net hanging and concrete spraying.
6. The utility model provides an ultra-high steep rock matter side slope system prevention and cure structure, includes from top to bottom natural side slope and engineering side slope that sets gradually, its characterized in that: the bottom in the natural side slope is provided with an excavation influence area which is positioned right above the engineering side slope, the plane range of the excavation influence area is equal to the plane range of the engineering side slope, the height is 1/10-1/5 of the height of the engineering side slope, and the pre-anchoring is carried out by adopting a pre-stressed anchor cable;
the natural side slope is internally provided with one or a plurality of passive protective nets for preventing and controlling small-scale dangerous stones randomly existing on the whole slope, mortar anchor rods or anchor bar piles or prestressed anchor rods or prestressed anchor ropes for reinforcing local bad geological bodies, and active protective nets for preventing and controlling local rock mass breaking areas;
the engineering side slope is excavated in a stepped manner, the height of the stepped portion is 15-30 m, a 2-3 m wide pavement is arranged, each step engineering side slope surface is controlled by adopting net hanging concrete, and each grade side slope is controlled by adopting 1-2 rows of prestressed anchor cables; and a mortar anchor rod or a prestressed anchor rope for reinforcing the local bad geological body is arranged in the engineering side slope.
7. The ultra-high steep rock slope system control structure according to claim 6, wherein: the engineering slope should satisfy self-stabilization ability, and the excavation slope ratio is not steeper than the stratum slope ratio.
8. The ultra-high steep rock slope system control structure according to claim 6, wherein: four passive protection nets are arranged in the natural side slope, the passive protection net at the lowest part is arranged at the junction of the natural side slope and the engineering side slope, the height difference between the adjacent passive protection nets is 100 m-150 m, and the height of each passive protection net is 5m.
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Citations (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH06146296A (en) * 1992-11-16 1994-05-27 Kensetsu Kiso Eng Co Ltd Stabilizing method for cutting down of slope face
JP2000129686A (en) * 1998-10-27 2000-05-09 Koken Sangyo Kk Method for constructing rock-like slope face
KR100513136B1 (en) * 2004-03-05 2005-09-07 이호형 Rock slope reinforcement structure and construction method thereof
CN101818499A (en) * 2010-03-05 2010-09-01 深圳市如茵生态环境建设有限公司 Revegetation system on steep rocky slopes and implementing method thereof
CN102002956A (en) * 2010-12-07 2011-04-06 武汉大学 Multi-level fully-closed reinforcement technology of exposed fault zone of excavated side slope
CN202954370U (en) * 2012-12-13 2013-05-29 中国水电顾问集团成都勘测设计研究院 Excavating protection structure of large unloading relaxation rock slope
CN103410160A (en) * 2013-08-18 2013-11-27 葛洲坝集团第五工程有限公司 Combined supporting method for bedding extra-high rock side slope
CN105862888A (en) * 2016-04-20 2016-08-17 中国水利水电第十工程局有限公司 Comprehensive protecting method for high and steep rock slopes
CN108560572A (en) * 2018-04-12 2018-09-21 中铁上海工程局集团有限公司 A kind of construction method of extra-high support system
CN108914954A (en) * 2018-08-22 2018-11-30 中国电建集团成都勘测设计研究院有限公司 Slope support method of the pre support in conjunction with permanent support
CN209873819U (en) * 2019-02-27 2019-12-31 长江勘测规划设计研究有限责任公司 Prevention and control structure of ultrahigh steep rock slope system

Patent Citations (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH06146296A (en) * 1992-11-16 1994-05-27 Kensetsu Kiso Eng Co Ltd Stabilizing method for cutting down of slope face
JP2000129686A (en) * 1998-10-27 2000-05-09 Koken Sangyo Kk Method for constructing rock-like slope face
KR100513136B1 (en) * 2004-03-05 2005-09-07 이호형 Rock slope reinforcement structure and construction method thereof
CN101818499A (en) * 2010-03-05 2010-09-01 深圳市如茵生态环境建设有限公司 Revegetation system on steep rocky slopes and implementing method thereof
CN102002956A (en) * 2010-12-07 2011-04-06 武汉大学 Multi-level fully-closed reinforcement technology of exposed fault zone of excavated side slope
CN202954370U (en) * 2012-12-13 2013-05-29 中国水电顾问集团成都勘测设计研究院 Excavating protection structure of large unloading relaxation rock slope
CN103410160A (en) * 2013-08-18 2013-11-27 葛洲坝集团第五工程有限公司 Combined supporting method for bedding extra-high rock side slope
CN105862888A (en) * 2016-04-20 2016-08-17 中国水利水电第十工程局有限公司 Comprehensive protecting method for high and steep rock slopes
CN108560572A (en) * 2018-04-12 2018-09-21 中铁上海工程局集团有限公司 A kind of construction method of extra-high support system
CN108914954A (en) * 2018-08-22 2018-11-30 中国电建集团成都勘测设计研究院有限公司 Slope support method of the pre support in conjunction with permanent support
CN209873819U (en) * 2019-02-27 2019-12-31 长江勘测规划设计研究有限责任公司 Prevention and control structure of ultrahigh steep rock slope system

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