CN101520292A - Method for excavating and blasting tunnel-type anchorage cavern - Google Patents
Method for excavating and blasting tunnel-type anchorage cavern Download PDFInfo
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- CN101520292A CN101520292A CN200910079808A CN200910079808A CN101520292A CN 101520292 A CN101520292 A CN 101520292A CN 200910079808 A CN200910079808 A CN 200910079808A CN 200910079808 A CN200910079808 A CN 200910079808A CN 101520292 A CN101520292 A CN 101520292A
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Abstract
The invention relates to a method for excavating and blasting a tunnel-type anchorage cavern. A row of hollow holes without explosive is arranged along an excavation contour line of the cavern when blasting holes are arranged; a row of peripheral holes is arranged at a distance within the excavation contour line, is controlled as smooth blasting and is continuously filled with the explosive; and energy generated by the blasted peripheral holes is absorbed by nearby hollow holes so as to lighten the perturbation of blasting to peripheral wall rocks and ensure the safety of the blasting construction and the structural integrity of the wall rocks.
Description
Technical field
The invention belongs to suspension bridge and especially adopt the suspension bridge construction technical field of tunnel-type anchorage, be specifically related to a kind of method for excavating and blasting of tunnel-type anchorage cavern.
Background technology
The anchorage of suspension bridge is the main bearing structure of suspension bridge, generally is divided into gravity anchor and tunnel-type anchorage two classes.Tunnel-type anchorage is dug tunnel cast concrete formation again by the natural firm rock mass in two sides, utilize rock mass strength that the concrete anchor body is formed wedge action, reach the purpose of anchoring tension of main cable, thereby its anchorage concrete amount is greatly saved than gravity anchor, come comparison from structure and scale, tunnel-type anchorage is about 1/4～1/5 of gravity type anchor concrete amount, therefore, the tunnel-type anchorage cost is well below gravity anchor, and economic performance is more remarkable.
Along with national society's economic development, planning as a whole regional balanced development becomes the STRATEGIES OF SUSTAINABLE DEVELOPMENT requirement, and central and west regions need be carried out infrastructure constructions such as traffic, water conservancy, electric power, communication, oil and gas pipes energetically.The various main line multispan that are communicated with the mountain area are got over the valley, gully, and the suspension bridge of big span ability will be built on a large scale.And under the narrow site condition in mountain area, cheap and tunnel anchor that can suit measures to local conditions will generally utilize, and generally, tunnel anchor and vcehicular tunnel closely are set together.
How to protect that the integrality of country rock is that the tunnel-type anchorage structural safety is played crucial effect around the anchorage tunnel.And conventional at present tunnel anchorage cavern adopts drill bursting construction, and is relatively large to mountain area country rock disturbance, has influence on the country rock integrality, therefore, needs a kind of novel blasting technology.
Summary of the invention
The object of the present invention is to provide a kind of method for excavating and blasting of tunnel-type anchorage cavern, can reduce the country rock disturbance, guarantee the surrounding rock structure integrality, guarantee tunnel anchor construction safety and structural safety.
Method of the present invention is: Loose Blasting is being set at the moment, along the excavation outline line of cavern one emptying eye, the not powder charge of empty intraocular is being set; The 50cm place is provided with row's periphery hole in the excavation outline line, and periphery hole is by photoface exploision control, continuous charging.
The invention has the beneficial effects as follows: the energy that the periphery hole explosion produces, absorbed by near empty eye portion, reduce the disturbance of explosion to peripheral rock, guarantee that blast working safety and surrounding rock structure are complete; The rock of empty eye to the periphery hole scope will produce the explosion crack of growing under blast action, reduce hand excavation's workload.
Description of drawings
Fig. 1 is that the borehole of a kind of embodiment of the present invention is arranged and the firing order schematic diagram
The specific embodiment
Method of the present invention guarantees the integrality of male cone body place country rock for reducing explosion to the country rock disturbance as far as possible, arranges an emptying eye, not powder charge along the excavation outline line; The 50cm place arranges row's periphery hole in the excavation outline line, and periphery hole is continuous charging by photoface exploision control.
Below in conjunction with the drawings and specific embodiments, method of the present invention is elaborated.
Use the specific embodiment of the excavation explosion of carrying out tunnel-type anchorage cavern of the inventive method:
Anchorage cavern is an inclined shaft, is close to a vcehicular tunnel, the rice surplus in the of 20 only apart from anchorage cavern bottom, and length is short but section is bigger, and cavern's section variation is frequent, and existing less section has bigger section again, and maximum basal area has reached 200m
2
The explosion drilling depth of present embodiment tunnel-type anchorage tunnel is designed to 1.5 meters, and the diameter of borehole is 4.0cm.Tunnel adopts and divides the method for bench excavation to carry out, and is divided into 3 steps in upper, middle and lower altogether.
According to the solid coefficient of country rock that the tunnel passes through and rock longitudinal wave velocity etc., select that power is moderate, matching good, be easy to cut the 2# rock pin ammonpulver that is distributed into rouleau for use, ignite equipment and then select 15 sections non-electricity millisecond elementary errors detonators of homemade II series for use.
The key of tunnel blasting excavation is slotting, and the slotting success or not directly influences demolition effect, and the degree of depth of slotting also directly influences the cyclic advance of tunnel piercing.Simultaneously, many concussion of blasting actual measurement proofs: blasting vibration velocity maximum during slotting.Control the Cut Blasting vibrations, then can control concussion of blasting in the whole work.So according to construction experience, can more easily obtain effective drilling depth and the good wedge type slotting technology of damping effect to having only topping bar of a free face to adopt, because middle step can utilize the step surface started out of topping bar as free face, its ballast is to step surface top throwing, so it does not need to carry out slotting; Equally, get out of a predicament or an embarrassing situation and also do not need to carry out slotting.
Fig. 1 is that the borehole of topping bar of embodiment is arranged and the firing order schematic diagram, also is cavern's sectional schematic diagram.Circular arc line among the figure is the excavation outline line, the explosion borehole of circular hole for being provided with, and the numeral among the figure is the firing order segment number of borehole.Wherein segment number be 14 be empty eye, arrange empty eye spacing position 55cm, not powder charge along the excavation outline line; Segment number be 13 be periphery hole, periphery hole is 50cm place in the excavation outline line, the periphery hole spacing is 40cm, periphery hole is controlled by photoface exploision, is continuous charging; From periphery hole toward in, segment number be 7,9,11,12 be reliever; Segment number be 1,3,5 be snubber, be positioned at cavern section middle part.In addition, arrange that along the base segment number is 15 base plate eye, spacing is 80cm.
According to the characteristics of present embodiment, also take following measure in the concrete construction:
(1) requires the drill bursting technology personnel in time to adjust the quick-fried parameter of control quick-fried parameter, particularly light, guarantee that cavern's profile shaping reaches company standard, and surpass national standard according to the situation of change of section;
(2) tunnel need be taked comparatively careful controlled blasting technology, and the blast disturbance of peripheral rock is reduced to minimum level;
(3) in the cavern particularly the bottom need take the damping blasting technique during Blasting Excavation, be strictly on guard against that concussion of blasting works the mischief to adjacent vcehicular tunnel structure, guarantees adjacent vcehicular tunnel structural safety;
(4) anchorage cavern length is short but section is bigger, need to adopt descending drivage method construction, so construction safety need be put in the first place when selecting excavation plan, and formulate operability, practicality that arrangement and method for construction not only will be considered the excavation production line, also must consider the exploitativeness of hauling operation line, lining cutting production line.
(5) require to adopt as far as possible the quick-fried technology of light quick-fried layer light of reserving,, reduce the amount of backbreaking, alleviate the coverage of the loose circle of country rock, guarantee the stable of surrounding rock of chamber, guarantee the anchorage effect full cavern's realization photoface exploision excavation.
(6) in the cavern excavation overall process, all need to carry out monitoring of blasting vibration, and according to the monitoring result searching concussion of blasting rule that is obtained, according to the shock wave propagation law structure of below vcehicular tunnel is carried out safety evaluation, simultaneously timely feedback information, adjust blasting parameter, carry out informationization and bore quick-fried design and construction; In addition, particularly to bottom, cavern excavation, necessary strict controlled blasting dose alleviates blasting vibration, guarantees the safety of adjacent tunnel structure.
(7) adopt different boreholes to arrange and the mesh parameter according to step is different.The blashole charge parameter of topping bar is as shown in table 1.The blasting sequence of all the other two steps, drilling parameter also with top bar the same.
The table 1 borehole charge parameter list of topping bar
Claims (4)
1. the method for excavating and blasting of a tunnel-type anchorage cavern is characterized in that: Loose Blasting is being set at the moment, along the excavation outline line of cavern one emptying eye, the not powder charge of empty intraocular is being set; The 50cm place is provided with row's periphery hole in the excavation outline line, and periphery hole is by photoface exploision control, continuous charging.
2. method according to claim 1, it is characterized in that: described tunnel-type anchorage cavern divides bench excavation, be divided into top bar, middle step and 3 steps of getting out of a predicament or an embarrassing situation, the excavation of wherein topping bar is being provided with Loose Blasting at the moment, at cavern's section middle part snubber is set.
3. method according to claim 1 is characterized in that: the distance between described empty eye is 55cm, and the periphery hole spacing is 40cm.
4. method according to claim 1 is characterized in that: the excavation explosion drilling depth of described cavern is designed to 1.5 meters, and the diameter of borehole is 4.0cm.
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| CN200910079808A CN101520292A (en) | 2009-03-12 | 2009-03-12 | Method for excavating and blasting tunnel-type anchorage cavern |
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| CN200910079808A CN101520292A (en) | 2009-03-12 | 2009-03-12 | Method for excavating and blasting tunnel-type anchorage cavern |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101846484A (en) * | 2010-04-02 | 2010-09-29 | 攀钢集团冶金工程技术有限公司 | Blasting method of driving, mining and cutting drift under ultrahard fault |
| CN102425422A (en) * | 2011-11-17 | 2012-04-25 | 大同煤矿集团有限责任公司 | Method for constructing cross-over chambers with full-coal outsize cross section under host lane ceaseless transportation condition |
| CN102620616A (en) * | 2012-04-17 | 2012-08-01 | 山东黄金矿业(莱州)有限公司焦家金矿 | Step type method for advance tunneling synchronous optical blasting roadway construction |
| CN103123247A (en) * | 2013-01-07 | 2013-05-29 | 重庆建工集团股份有限公司 | Damping blasting method for steep dip small crossing angle layered surrounding rock small-distance tunnel excavation |
| CN103983147A (en) * | 2014-04-18 | 2014-08-13 | 同济大学 | Permafrost region road tunnel peripheral hole blasting construction method |
| CN104482815A (en) * | 2014-11-28 | 2015-04-01 | 中铁二十三局集团有限公司 | Tunnel smooth blasting method |
| CN105065004A (en) * | 2015-07-31 | 2015-11-18 | 中铁一局集团有限公司 | Shallow-buried large-span rock tunnel portal section weak blasting excavation construction method |
| CN106869939A (en) * | 2015-12-10 | 2017-06-20 | 中铁隧道勘测设计院有限公司 | A kind of water under high pressure splitting shaping and the construction method of drilling and blasting method use in conjunction tunneling |
| CN109341450A (en) * | 2018-10-30 | 2019-02-15 | 中电建南方建设投资有限公司 | A kind of Tunnel Blasting structure and Tunnel Blasting construction method |
| CN110006300A (en) * | 2019-04-26 | 2019-07-12 | 中建三局第三建设工程有限责任公司 | A kind of method of soft rock, high inclination-angle tunnel anchorage digital primer Blasting Excavation |
| CN111023927A (en) * | 2019-12-02 | 2020-04-17 | 中国铁建重工集团股份有限公司 | Soft rock single-step deep hole undercutting vibration-reduction flat-bottom light explosion structure in tunnel |
| CN111336875A (en) * | 2020-03-02 | 2020-06-26 | 中铁十一局集团第五工程有限公司 | Efficient tunnel lining dismantling method |
| CN112924291A (en) * | 2021-02-07 | 2021-06-08 | 重庆大学 | Model test device and test method for tunnel-type anchorage under tunnel |
| CN114622918A (en) * | 2022-03-17 | 2022-06-14 | 西南交通大学 | Control method for stability of two-layer primary support arch springing of large-span structure by using soft and weak stratum arch cover method |
-
2009
- 2009-03-12 CN CN200910079808A patent/CN101520292A/en active Pending
Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101846484A (en) * | 2010-04-02 | 2010-09-29 | 攀钢集团冶金工程技术有限公司 | Blasting method of driving, mining and cutting drift under ultrahard fault |
| CN102425422A (en) * | 2011-11-17 | 2012-04-25 | 大同煤矿集团有限责任公司 | Method for constructing cross-over chambers with full-coal outsize cross section under host lane ceaseless transportation condition |
| CN102620616A (en) * | 2012-04-17 | 2012-08-01 | 山东黄金矿业(莱州)有限公司焦家金矿 | Step type method for advance tunneling synchronous optical blasting roadway construction |
| CN103123247A (en) * | 2013-01-07 | 2013-05-29 | 重庆建工集团股份有限公司 | Damping blasting method for steep dip small crossing angle layered surrounding rock small-distance tunnel excavation |
| CN103983147A (en) * | 2014-04-18 | 2014-08-13 | 同济大学 | Permafrost region road tunnel peripheral hole blasting construction method |
| CN104482815A (en) * | 2014-11-28 | 2015-04-01 | 中铁二十三局集团有限公司 | Tunnel smooth blasting method |
| CN104482815B (en) * | 2014-11-28 | 2016-08-24 | 中铁二十三局集团有限公司 | Tunnel smooth blasting method |
| CN105065004A (en) * | 2015-07-31 | 2015-11-18 | 中铁一局集团有限公司 | Shallow-buried large-span rock tunnel portal section weak blasting excavation construction method |
| CN106869939A (en) * | 2015-12-10 | 2017-06-20 | 中铁隧道勘测设计院有限公司 | A kind of water under high pressure splitting shaping and the construction method of drilling and blasting method use in conjunction tunneling |
| CN109341450A (en) * | 2018-10-30 | 2019-02-15 | 中电建南方建设投资有限公司 | A kind of Tunnel Blasting structure and Tunnel Blasting construction method |
| CN109341450B (en) * | 2018-10-30 | 2022-06-21 | 中电建南方建设投资有限公司 | Tunnel blasting structure and tunnel blasting construction method |
| CN110006300A (en) * | 2019-04-26 | 2019-07-12 | 中建三局第三建设工程有限责任公司 | A kind of method of soft rock, high inclination-angle tunnel anchorage digital primer Blasting Excavation |
| CN110006300B (en) * | 2019-04-26 | 2021-09-14 | 中建三局第三建设工程有限责任公司 | Blasting excavation method for soft rock and large-inclination-angle tunnel anchor digital detonator |
| CN111023927A (en) * | 2019-12-02 | 2020-04-17 | 中国铁建重工集团股份有限公司 | Soft rock single-step deep hole undercutting vibration-reduction flat-bottom light explosion structure in tunnel |
| CN111023927B (en) * | 2019-12-02 | 2022-04-05 | 中铁十八局集团有限公司 | Soft rock single-step deep hole undercutting vibration-reduction flat-bottom light explosion structure in tunnel |
| CN111336875A (en) * | 2020-03-02 | 2020-06-26 | 中铁十一局集团第五工程有限公司 | Efficient tunnel lining dismantling method |
| CN111336875B (en) * | 2020-03-02 | 2022-06-03 | 中铁十一局集团第五工程有限公司 | Efficient tunnel lining dismantling method |
| CN112924291A (en) * | 2021-02-07 | 2021-06-08 | 重庆大学 | Model test device and test method for tunnel-type anchorage under tunnel |
| CN114622918A (en) * | 2022-03-17 | 2022-06-14 | 西南交通大学 | Control method for stability of two-layer primary support arch springing of large-span structure by using soft and weak stratum arch cover method |
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Application publication date: 20090902 |