CN104748632A - Underwater rock plug blasting construction method - Google Patents
Underwater rock plug blasting construction method Download PDFInfo
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- CN104748632A CN104748632A CN201510156647.8A CN201510156647A CN104748632A CN 104748632 A CN104748632 A CN 104748632A CN 201510156647 A CN201510156647 A CN 201510156647A CN 104748632 A CN104748632 A CN 104748632A
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Abstract
The invention relates to a method for building a tunnel water taking opening or a water outlet in the bottom of a reservoir, in particular to an underwater rock plug blasting construction method. The method is achieved through the following technical schemes that the underwater rock plug blasting construction method includes the steps of 1, surveying and setting up, 2, selecting a rock plug opening and the position of a slag gathering pit, 3, processing a rock plug opening covering layer, 4, detecting the thickness of a rock plug body, 5, conducting geological sketch on the rock plug body cross section, rock plug body surrounding rock leakage analysis and rock plug body leaked water processing, 6, calculating the rock plug body safety thickness, 7, designing and arranging a rock plug body blasting scheme and 8, conducting blasting. By means of the method, it is avoided that a cofferdam is built in deep water, and the method is economical and safe.
Description
Technical field
The present invention relates to the method for building tunnel intake or delivery port at the bottom of reservoir, particularly a kind of underwater rock plug burst construction method.
Background technology
Reservoir fulfil its function carry out generating electricity, supply water time often need to build in bottom of the reservior intake or the delivery port of tunnel, conventional method adopts cofferdam mode to build, and which must clear up cofferdam after having built, and cleaning is unclean.
Summary of the invention
The object of this invention is to provide a kind of underwater rock plug burst construction method, avoid building cofferdam in deep water, and economical, safety.
Above-mentioned technical purpose of the present invention is achieved by the following technical programs: a kind of underwater rock plug burst construction method, comprises
(1) surveying setting-out, uses total powerstation accurate setting-out, to comprise outside hole map surveying under rock plug saliva, rock cock body surveying and locating; Map surveying under rock plug saliva, adopts ultrasonic wave and GPS to locate and carries out repetition measurement;
(2) rock plug mouth and poly-pit position is selected,
Carry out stability analysis and the leakage analysis of country rock thereof of rock cock body and poly-pit, by rock cock body and poly-pit position and near layout geotechnical boring, according to prospecting, the stability of rock plug and poly-pit is analyzed, select the good position of geological condition as rock plug mouth and poly-pit position;
(3) rock plug mouth cover layer is disposed,
If survey data to rock plug mouth position or neighbouring without geology inspecting hole, then need to supplement relevant inspecting hole; According to geological mapping data determine the need of carrying out cover layer process, if intectate or cover layer thinner, then without the need to processing cover layer; If mud in cover layer, residual soil are blocked up, then need the mud of the covering to rock plug mouth to process, processing mode has underwater drilling and blasting method or dredger desilting method;
(4) rock cock body thickness is detected;
Advanced inspecting hole method is adopted to carry out rock cock body detecting thickness, before tunnel design normally tunnels terminal pile No., detecting thickness is carried out in 6-8m position, and face center is suitably advanced during construction, the advanced periphery 1.2-1.8m in center, minor diameter eyelet is bored at face tunnel center position air drill, when rock cock body design thickness is not more than 6m, the length of inspecting hole drill steel comparatively designs the long 2.0-2.5m of rock cock body thickness; When rock cock body design thickness is between 6-10, inspecting hole drill steel is the longest equal with rock cock body design thickness, carries out cover pricker according to the degree of depth of creeping into, and carries out length mark on inspecting hole drill steel;
When inspecting hole drill steel fails to drill through, after normal driving and supporting one circulation, proceed rock cock body detecting thickness;
When center inspecting hole drill steel can drill through, to continue at rock cock body up and down, left and right respectively arranges an advanced inspecting hole, a rock cock body arranges 5 inspecting holes altogether, and inspecting hole is constructed one by one, and probing shutoff one;
(5) rock cock body cross section mapping, the leakage analysis of rock cock body country rock and rock cock body Seepage water is carried out;
Described rock cock body cross section mapping is specially, and investigates, and draw face mapping schematic diagram after rock cock body inspecting hole drills through to rock cock body face geological and hydrological conditions;
The leakage analysis of described rock cock body and rock cock body Seepage water are specially, and close in rock plug section constructing tunnel process, pay close attention to the percolating water situation of country rock, when rock cock body water leakage is excessive, should make diversion or patching; The joint plane that the method for patching has cementing slurry processes or cementing, waterglass biliquid slurry processes shutoff hydraulic pressure through, by sealing consolidation rock mass; The method of diversion has pipe laying diversion method, water is introduced poly-pit, and discharges tunnel by hole inner water drainage system;
(6) rock cock body safe thickness calculates;
Mapping is carried out according to rock cock body face cross section, several groups of main irregular Dominant structure plane presented according to rock cock body face and geotechnical boring sample the Rock Mass lithologic character obtained, assuming that each group Dominant structure plane is set to a kind of design condition, obtain its safe thickness value accordingly; After whole Dominant structure plane operating mode is calculated, the final rock plug safe thickness of minimum safe thickness as engineering of gained will be calculated; The decision procedure of safe thickness is, holds the head pressure of center to be F water beyond the Great Wall if act on rock, and the deadweight of rock cock body is G rock, and structural plane Shear shearing force is F knot, then, when F water+G rock≤F knot, rock cock body is in a safe condition;
(7) design of rock cock body blasting scheme and layout;
Rock cock body thickness be 5m and more than, by medium-length hole blasting design, rock cock body thickness is below 5m by shallow blasting design, and detonator adopts ms postpone non-electric shock conducting tube detonator, adopts elementary errors to control pinpoint blasting;
(8) explosion is implemented
As preferably of the present invention, when selecting rock plug mouth and poly-pit position, rock cock body and poly-pit and near the boring number of layout be 7-8.
As preferably of the present invention, in the advanced inspecting hole process of rock cock body, technical staff supervises in overall process at the scene, records each inspecting hole related data, in conjunction with the underwater topographic map of rock plug mouth, carries out accurate Calculation to the length at each position of retaining rock thickness.
As preferably of the present invention, shutoff inspecting hole is specially, and inspecting hole is got through and first to be filled in hole with rag or cotton yarn afterwards, and hammers deal pile, when deal pile is not got excited by through hydraulic pressure, i.e. and deal pile success shutoff inspecting hole; When through water pressure energy gets excited deal pile, anchoring agent anchor rod need be performed at inspecting hole periphery, fixing with deal pile with anchor pole connecting reinforcement, and block-up position is as far as possible near upstream face; If after shutoff, face percolating water is comparatively serious, and reply face carries out slip casting shutoff; The drilling depth in leak stopping slurries hole exceedes infiltration joint plane, controls grouting pressure at 0.1-0.2MPa.
As preferably of the present invention, rock plug drillhole blasting design under water, comprises,
1. explosive payload calculates: the effect based on hydrostatic pressure calculates explosive payload; Borehole depth is determined according to the degree of depth and underwater topography of visiting eye; Hard rock meets water side minimum resistance line traffic control at 0.3-0.6m, and the minimum burden of snubber is greater than other boreholes;
2. powder charge and embrasure plugging: snubber, main quick-fried eye are continuous coupled powder charge, interval Uncoincided charge in periphery hole; Snubber divides emptying aperture and two kinds, powder charge hole, and emptying aperture provides free face for powder charge hole; Except emptying aperture, embrasure plugging length is 12-20 times of bore diameter, and the explosive payload of main quick-fried eye is the 80%-90% of hole depth; The explosive payload density of periphery hole is 0.2-0.4kg, and periphery hole is divided into pre-ceasma and light blast hole, and within the scope of 1m at the bottom of pre-ceasma hole, explosive payload should double;
3. fixing agent for anchor poles or stemming is adopted to block aperture;
4. blasting circuit is that also compound-series-multiple connection electric detonation or electric detonation add the compound networking of primacord; The burst time of pre-ceasma should shift to an earlier date 75-110ms than main blast hole; Pre-ceasma both sides should exceed the suitable distance of main blast hole;
Pre-ceasma and light blast hole detonate and adopt primacord to connect, and are connected in main blasting circuit after non-electric shock conducting tube detonator; All the other big gun holes adopt non-electric shock conducting tube detonator to detonate, and explosion adopts msdelayed light emission to control, and segmentation is detonated.
In sum, the present invention has following beneficial effect: so-called rock plug is exactly the Rock And Soil blocking intake or delivery port, similar bottle stopper, rock plug drillhole blasting construction is under water exactly that top, tunnel intake or delivery port position adopt the mode of explosion to blow the construction of rock plug formation water intaking or delivery port under water; Economy of the present invention, environmental protection, energy-conservation, and be conducive to the security improving construction.
Detailed description of the invention
This specific embodiment is only explanation of the invention; it is not limitation of the present invention; those skilled in the art can make to the present embodiment the amendment not having creative contribution as required after reading this description, as long as but be all subject to the protection of Patent Law in right of the present invention.
Embodiment: a kind of underwater rock plug burst construction method, comprises
(1) surveying setting-out, uses total powerstation accurate setting-out, to comprise outside hole map surveying under rock plug saliva, rock cock body surveying and locating; Map surveying under rock plug saliva, ratio is 1:100-1:200, adopts ultrasonic wave and GPS to locate and carries out repetition measurement.
(2) select rock plug mouth and poly-pit position, by rock cock body and poly-pit position and near layout geotechnical boring, generally rock cock body and poly-pit and near arrange 7-8 boring altogether; Analyze according to the stability of survey data to rock cock body and poly-pit, select the good position of geological condition as rock plug mouth and poly-pit position.
(3) rock plug mouth cover layer is disposed,
If survey data to rock plug mouth position or neighbouring without geology inspecting hole, then need to supplement relevant inspecting hole; According to geological mapping data determine the need of carrying out cover layer process, if intectate or cover layer thinner, then without the need to processing cover layer; If mud in cover layer, residual soil are blocked up, then need the mud of the covering to rock plug mouth to process, processing mode has underwater drilling and blasting method, dredger desilting method etc.
(4) rock cock body thickness is detected
advanced inspecting hole method is adopted to carry out rock cock body detecting thickness
According to chock blasting, repeatedly geological radar and water surface topographic map repetition measurement and actual specific be comparatively, geological radar and actual inspecting hole error are about 6-8m, therefore before tunnel design normally tunnels terminal pile No., detecting thickness should be carried out in 6-8m position, and face center can be suitably advanced during construction, advanced periphery about the 1.5m in center is advisable, be generally 1.5 ± 0.3m, bore minor diameter eyelet at face tunnel center position air drill, when rock cock body design thickness is not more than 6m, the length of drill steel comparatively designs the long 2.0-2.5m of rock cock body thickness; When rock cock body design thickness is at 6-10, inspecting hole drill steel is the longest equal with rock cock body design thickness, and inspecting hole YT-28 air drill advances, and adopt diameter 38mm alloy tool steel bit, carry out cover pricker according to the degree of depth of creeping into, drill steel carries out length mark; In the advanced inspecting hole process of rock cock body, technical staff supervises in overall process at the scene, record each inspecting hole related data, as: the rock dust of being discharged by observation eyelet, the color of water, the brill sense etc. of workman carry out judgement rock solid bed thickness, soft layer thickness, completely decomposed layer thickness, crushable layer thickness; In conjunction with the underwater topographic map of rock plug mouth, accurate Calculation is carried out to the length at each position of retaining rock thickness.
When inspecting hole drill steel fails to drill through, after normal driving and supporting one circulation, proceed rock cock body detecting thickness.
When center inspecting hole drill steel can drill through, to continue at rock cock body up and down, left and right respectively arranges an advanced inspecting hole, a rock cock body arranges 5 inspecting holes altogether, and inspecting hole is constructed one by one, drills a shutoff one.
shutoff rock cock body inspecting hole
The screw-thread steel of standby 2mB25mm, inspecting hole is got through and first to be filled in hole with rag or cotton yarn afterwards, and hammers deal pile, when deal pile is not got excited by through hydraulic pressure, illustrates that deal pile can successful shutoff inspecting hole; When through water pressure energy gets excited deal pile, the anchoring agent anchor rod of the long 2mB25mm of 2-4 root need be performed at inspecting hole periphery, fix deal pile with anchor pole connecting reinforcement, and block-up position is as far as possible near upstream face.
As face percolating water is comparatively serious after shutoff, slip casting shutoff need be carried out to face; Slurries can adopt cement mortar, cement clay mortar and cement mortar and waterglass dual slurry etc.; The drilling depth in leak stopping slurries hole exceedes infiltration joint plane, strictly controls grouting pressure, and general control is at 0.1-0.2MPa, and to seep water, detail is reduced to standard.
(5) rock cock body cross section mapping, the leakage analysis of rock cock body country rock and rock cock body Seepage water is carried out;
rock cock body cross section mapping
After rock cock body inspecting hole drills through, rock cock body face geological and hydrological conditions are investigated, and draw face mapping schematic diagram.
analysis rock cock body is leakage and process rock cock body percolating water phenomenon
Close in rock plug section constructing tunnel process, pay close attention to the percolating water situation of country rock, when rock cock body water leakage is excessive, diversion or patching should be made; The joint plane that the method for patching has cementing slurry processes or cementing, waterglass biliquid slurry processes shutoff hydraulic pressure through, by sealing consolidation rock mass, makes the self-stability of rock cock body improve, is conducive to the safety of rock cock body construction; The method of diversion has pipe laying diversion method, water is introduced poly-pit, and discharges tunnel by hole inner water drainage system.
(6) rock cock body safe thickness is calculated
Mapping is carried out according to rock cock body face cross section, several groups of main irregular Dominant structure plane presented according to rock cock body face and geotechnical boring sample the Rock Mass lithologic character obtained, when head pressure is greater than rock cock body structural plane Shear Strength, rock cock body will be made to be in instability status; The head pressure of center is held to be F beyond the Great Wall if act on rock
water, the deadweight of rock cock body is G
rock, structural plane Shear shearing force is F
knot, then F is worked as
water+ G
rock≤ F
knottime, rock cock body is in a safe condition.
Different structure face due to its vary in size, occurrence is different, cause its Shear shearing force also different, therefore, each group Dominant structure plane is set to a kind of design condition, obtains its safe thickness value accordingly; After whole Dominant structure plane operating mode is calculated, the final rock plug safe thickness of minimum safe thickness as engineering of gained will be calculated.
(7) design of rock cock body blasting scheme and layout;
Bore blowing-up method comprises large-diameter deep hole blasting procedure, small-aperture shallow hole blasting procedure and large small-bore and to combine blasting procedure.
Because rock plug length its Reliability of blasting longer is lower, therefore the rock plug of appropriate length should be taked; Suppose that rock plug is through safety check with to prove its safe length be b, length reserved during construction is a, quick-friedly cross the rock cock body of b except rock plug wide-ultra, namely this part rock stratum adopts short drilling depth, intensive charge explosion method divides one to two separate explosion to fall, rock plug length is made to form the safe length of explosion designing requirement, for rock plug underwater demolition construction creates favorable conditions.
Underwater rock plug burst requires once success, substantially reaches design section after explosion, and quick-fried rear quick-fried slag should be tried one's best broken to be poured poly-pit by current simultaneously.
Rock plug can adopt controlled blasting scheme or the smooth controlled blasting scheme of periphery presplitting under water.
Rock cock body thickness 5m and more than, satisfy the requirements and to design by medium-length hole blasting, rock below cock body 5m is by shallow blasting design, 2-4m borehole can adopt YT28 air drill to hole, 4-10m borehole should adopt hidden hole drilling to hole, when unconditional employing hidden hole drilling, YT28 air drill can be adopted to creep into, and snubber should adopt large aperture.Explosive adopts No. 2 rock emulsion explosives with waterproof ability, and detonator adopts ms postpone non-electric shock conducting tube detonator, adopts elementary errors to control pinpoint blasting.
Rock plug drillhole blasting design principle under water:
1. explosive payload calculates: chock blasting is underwater demolition, and explosive payload calculates the effect should considering hydrostatic pressure, increases 20%-30% than conventional pinpoint blasting dose.Borehole depth is determined according to the degree of depth and underwater topography of visiting eye.Hard rock meets water side minimum resistance line traffic control at about 0.5m, and the minimum burden of snubber is a bit larger tham other boreholes.The soft rock side minimum burden that meets water can suitably strengthen;
2. powder charge and embrasure plugging: snubber, main quick-fried eye are continuous coupled powder charge, interval Uncoincided charge in periphery eyelet.Snubber divides emptying aperture and two kinds, powder charge hole, and emptying aperture provides free face for powder charge hole.Except emptying aperture, embrasure plugging length is 12-20 times of bore diameter, and the explosive payload of main armament eye is the 80%-90% of hole depth.The powder charge line density of pre-ceasma or light blast hole is 0.2-0.4kg, and clamping action at the bottom of the hole of pre-ceasma is large, and within the scope of 1m at the bottom of pre-ceasma hole, explosive payload should double;
3. the angle that blasting hole aperture is often certain down, and the necessary disposable success of explosion, therefore Special anchor rod Anchor Agent selected by aperture choke material, it has fast, morning strong and easy-to-install feature, and with big gun hole crag, to contact tight closure effective, and special stemming also can be adopted to block;
4. blasting circuit adopts also compound-series-multiple connection electric detonation or electric detonation to add the compound networking of primacord.The burst time of pre-ceasma should shift to an earlier date 75-110ms than main blast hole; Pre-ceasma both sides should exceed the suitable distance of main blast hole;
5. detonate and guard against: presplit blasting firing order is followed successively by periphery hole → snubber → main armament eye; Photoface exploision firing order is: keyhole → main armament hole → light blast hole.
Because rock plug actinal surface is to waters, waters part sends ship to be guarded against by water bodies management department, and land part then arranges warning point according to design fence coverage; Detonating station is generally arranged in beyond design fence coverage, and between each land and water warning point, warning point and detonating adopts wireless intercom equipment communication links between standing.
Blasting parameter design and steel for shot are specially:
Keyhole, the main blast hole of inner ring, the main blast hole in outer ring (reliever), the pre-ceasma of periphery (or Zhou Bianguang face) is arranged according to section size; The order of all kinds of steel for shot of working face is: first select suitable cutting method and slotting position, is secondly arrange periphery hole, finally arranges via hole according to section size; The position of keyhole can affect casting distance and the breaking size of rock, and the central authorities being usually placed in section are on the lower side, and considers that the layout of via hole is more even; Periphery hole is generally arranged on range line profile; After arranging periphery hole and keyhole, then arrange via hole; Via hole is that the scope of freedom is arranged layer by layer with vallecular cavity, is evenly distributed in by quick-fried rock mass, and adjust minimum burden and big gun hole close coefficient according to section size and shape; Cloth hole is even, should make full use of explosive energy, ensures that rock is by the avalanche of design profile line again.Its spacing is determined according to rock property, and general via hole gets 0.5-1.0 m, and periphery hole gets 0.4-0.8 m, and periphery hole gets 0.1-0.2 m apart from rock plug outline line.
Parallel emptying aperture straight-cut is also known as straight hole slotting, and all keyholes all perpendicular to working face, and are parallel to each other, and wherein has the emptying aperture of several not powder charge, as the compensation space of auxiliary scope of freedom during loaded hole explosion and broken body.Usually shatter cut is divided into, box cut and spirality slotting.Box cut also known as the slotting of corner post shape, the parallel to each other and symmetrically form of each snubber; Keyhole is made up of 5-16 big gun hole, wherein has 1-7 emptying aperture.Box cut has wide range of applications, and large, medium and small section all can adopt; If rock is comparatively hard, the degree of depth is comparatively large, and also employing diameter is the major diameter emptying aperture of 75-100mm.
According to the situation of inspecting hole and the thickness of rock plug mouth underwater topographic map determination upstream face minimum burden, thus determine the actual drilling depth in every hole, determine borehole skiagraph.
Explosive installs the blocking of rear Anchor Agent and tamps, and pre-ceasma (light blast hole) detonates and adopts primacord to connect, and is connected in main blasting circuit after non-electric shock conducting tube detonator; All the other big gun holes adopt non-electric shock conducting tube detonator to detonate.Explosion adopts msdelayed light emission to control, and segmentation is detonated.
Claims (5)
1. a underwater rock plug burst construction method, is characterized in that, comprises
(1) surveying setting-out, uses total powerstation accurate setting-out, to comprise outside hole map surveying under rock plug saliva, rock cock body surveying and locating; Map surveying under rock plug saliva, adopts ultrasonic wave and GPS to locate and carries out repetition measurement;
(2) rock plug mouth and poly-pit position is selected,
Carry out stability analysis and the leakage analysis of country rock thereof of rock cock body and poly-pit, by rock cock body and poly-pit position and near layout geotechnical boring, according to prospecting, the stability of rock plug and poly-pit is analyzed, select the good position of geological condition as rock plug mouth and poly-pit position;
(3) rock plug mouth cover layer is disposed,
If survey data to rock plug mouth position or neighbouring without geology inspecting hole, then need to supplement relevant inspecting hole; According to geological mapping data determine the need of carrying out cover layer process, if intectate or cover layer thinner, then without the need to processing cover layer; If mud in cover layer, residual soil are blocked up, then need the mud of the covering to rock plug mouth to process, processing mode has underwater drilling and blasting method or dredger desilting method;
(4) rock cock body thickness is detected;
Advanced inspecting hole method is adopted to carry out rock cock body detecting thickness, before tunnel design normally tunnels terminal pile No., detecting thickness is carried out in 6-8m position, and face center is suitably advanced during construction, the advanced periphery 1.2-1.8m in center, minor diameter eyelet is bored at face tunnel center position air drill, when rock cock body design thickness is not more than 6m, the length of inspecting hole drill steel comparatively designs the long 2.0-2.5m of rock cock body thickness; When rock cock body design thickness is between 6-10, inspecting hole drill steel is the longest equal with rock cock body design thickness, carries out cover pricker according to the degree of depth of creeping into, and carries out length mark on inspecting hole drill steel;
When inspecting hole drill steel fails to drill through, after normal driving and supporting one circulation, proceed rock cock body detecting thickness;
When center inspecting hole drill steel can drill through, to continue at rock cock body up and down, left and right respectively arranges an advanced inspecting hole, a rock cock body arranges 5 inspecting holes altogether, and inspecting hole is constructed one by one, and probing shutoff one;
(5) rock cock body cross section mapping, the leakage analysis of rock cock body country rock and rock cock body Seepage water is carried out;
Described rock cock body cross section mapping is specially, and investigates, and draw face mapping schematic diagram after rock cock body inspecting hole drills through to rock cock body face geological and hydrological conditions;
The leakage analysis of described rock cock body and rock cock body Seepage water are specially, and close in rock plug section constructing tunnel process, pay close attention to the percolating water situation of country rock, when rock cock body water leakage is excessive, should make diversion or patching; The joint plane that the method for patching has cementing slurry processes or cementing, waterglass biliquid slurry processes shutoff hydraulic pressure through, by sealing consolidation rock mass; The method of diversion has pipe laying diversion method, water is introduced poly-pit, and discharges tunnel by hole inner water drainage system;
(6) rock cock body safe thickness calculates;
Mapping is carried out according to rock cock body face cross section, several groups of main irregular Dominant structure plane presented according to rock cock body face and geotechnical boring sample the Rock Mass lithologic character obtained, assuming that each group Dominant structure plane is set to a kind of design condition, obtain its safe thickness value accordingly; After whole Dominant structure plane operating mode is calculated, the final rock plug safe thickness of minimum safe thickness as engineering of gained will be calculated; The decision procedure of safe thickness is, holds the head pressure of center to be F beyond the Great Wall if act on rock
water, the deadweight of rock cock body is G
rock, structural plane Shear shearing force is F
knot, then as F water+G rock≤F
knottime, rock cock body is in a safe condition;
(7) design of rock cock body blasting scheme and layout;
Rock cock body thickness be 5m and more than, by medium-length hole blasting design, rock cock body thickness is below 5m by shallow blasting design, and detonator adopts ms postpone non-electric shock conducting tube detonator, adopts elementary errors to control pinpoint blasting;
(8) explosion is implemented.
2. a kind of underwater rock plug burst construction method according to claim 1, is characterized in that, when selecting rock plug mouth and poly-pit position, rock cock body and poly-pit and near the boring number of layout be 7-8.
3. a kind of underwater rock plug burst construction method according to claim 1, it is characterized in that, in the advanced inspecting hole process of rock cock body, technical staff supervises in overall process at the scene, record each inspecting hole related data, in conjunction with the underwater topographic map of rock plug mouth, accurate Calculation is carried out to the length at each position of retaining rock thickness.
4. a kind of underwater rock plug burst construction method according to claim 1, it is characterized in that, shutoff inspecting hole is specially, inspecting hole is got through and is first filled in hole with rag or cotton yarn afterwards, and hammer deal pile, and when deal pile is not got excited by through hydraulic pressure, i.e. deal pile success shutoff inspecting hole; When through water pressure energy gets excited deal pile, anchoring agent anchor rod need be performed at inspecting hole periphery, fixing with deal pile with anchor pole connecting reinforcement, and block-up position is as far as possible near upstream face; If after shutoff, face percolating water is comparatively serious, and reply face carries out slip casting shutoff; The drilling depth in leak stopping slurries hole exceedes infiltration joint plane, controls grouting pressure at 0.1-0.2MPa.
5. a kind of underwater rock plug burst construction method according to claim 1, is characterized in that, rock plug drillhole blasting design under water, comprises,
1. explosive payload calculates: the effect based on hydrostatic pressure calculates explosive payload; Borehole depth is determined according to the degree of depth and underwater topography of visiting eye; Hard rock meets water side minimum resistance line traffic control at 0.3-0.6m, and the minimum burden of snubber is greater than other boreholes;
2. powder charge and embrasure plugging: snubber, main quick-fried eye are continuous coupled powder charge, interval Uncoincided charge in periphery hole; Snubber divides emptying aperture and two kinds, powder charge hole, and emptying aperture provides free face for powder charge hole; Except emptying aperture, embrasure plugging length is 12-20 times of bore diameter, and the explosive payload of main quick-fried eye is the 80%-90% of hole depth; The explosive payload density of periphery hole is 0.2-0.4kg, and periphery hole is divided into pre-ceasma and light blast hole, and within the scope of 1m at the bottom of pre-ceasma hole, explosive payload should double;
3. fixing agent for anchor poles or stemming is adopted to block aperture;
4. blasting circuit is that also compound-series-multiple connection electric detonation or electric detonation add the compound networking of primacord; The burst time of pre-ceasma should shift to an earlier date 75-110ms than main blast hole; Pre-ceasma both sides should exceed the suitable distance of main blast hole;
Pre-ceasma and light blast hole detonate and adopt primacord to connect, and are connected in main blasting circuit after non-electric shock conducting tube detonator; All the other big gun holes adopt non-electric shock conducting tube detonator to detonate, and explosion adopts msdelayed light emission to control, and segmentation is detonated.
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| CN111964544A (en) * | 2020-07-03 | 2020-11-20 | 中国水利水电第九工程局有限公司 | Blasting construction process for diversion tunnel strong-water-seepage rock plug |
| CN112325719A (en) * | 2020-10-23 | 2021-02-05 | 中国水利水电第六工程局有限公司 | Full-row-hole underwater rock plug blasting method based on center hole charging |
| CN113202470A (en) * | 2021-05-11 | 2021-08-03 | 中交广州航道局有限公司 | On-site test method for underwater rock drilling construction parameters |
| CN113279763A (en) * | 2020-12-15 | 2021-08-20 | 重庆工程职业技术学院 | Full-water-pressure energy-gathering blasting shock reduction and energy saving control method, system, terminal and medium |
| CN113357987A (en) * | 2021-04-15 | 2021-09-07 | 西安科技大学 | Automatic blasting design method |
| CN113899271A (en) * | 2021-10-31 | 2022-01-07 | 中国能源建设集团广西水电工程局有限公司 | Single face empty face rock plug blasting parameter optimization method |
| CN113916076A (en) * | 2021-10-31 | 2022-01-11 | 中国能源建设集团广西水电工程局有限公司 | Single-face empty face rock plug through blasting test method |
| CN113916075A (en) * | 2021-10-31 | 2022-01-11 | 中国能源建设集团广西水电工程局有限公司 | Single face empty face rock plug blasting parameter primary selection test method |
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| CN106193046A (en) * | 2016-07-06 | 2016-12-07 | 中国电建集团华东勘测设计研究院有限公司 | What weak counter-tilt slope discharged surrouding rock deformation in advance allows pressure construction method |
| CN106193046B (en) * | 2016-07-06 | 2018-08-07 | 中国电建集团华东勘测设计研究院有限公司 | Weak counter-tilt slope discharges allowing for surrouding rock deformation and presses construction method in advance |
| CN107024153A (en) * | 2017-05-04 | 2017-08-08 | 中水东北勘测设计研究有限责任公司 | Underwater rock plug burst gyro distribution coyote hole method |
| CN110207554A (en) * | 2019-06-30 | 2019-09-06 | 中水东北勘测设计研究有限责任公司 | A kind of blasting cavities method created high density and cover the lower chock blasting scope of freedom deeply |
| CN110469333A (en) * | 2019-09-03 | 2019-11-19 | 重庆城建控股(集团)有限责任公司 | The driving method of small bore rocky tunnel |
| CN110887421A (en) * | 2019-12-29 | 2020-03-17 | 中铁五局集团第二工程有限责任公司 | Blasting control construction method for underwater groove in deepwater river |
| CN111964544A (en) * | 2020-07-03 | 2020-11-20 | 中国水利水电第九工程局有限公司 | Blasting construction process for diversion tunnel strong-water-seepage rock plug |
| CN112325719A (en) * | 2020-10-23 | 2021-02-05 | 中国水利水电第六工程局有限公司 | Full-row-hole underwater rock plug blasting method based on center hole charging |
| CN112325719B (en) * | 2020-10-23 | 2022-12-27 | 中国水利水电第六工程局有限公司 | Full-row-hole underwater rock plug blasting method based on center hole charging |
| CN113279763A (en) * | 2020-12-15 | 2021-08-20 | 重庆工程职业技术学院 | Full-water-pressure energy-gathering blasting shock reduction and energy saving control method, system, terminal and medium |
| CN113279763B (en) * | 2020-12-15 | 2023-12-19 | 重庆工程职业技术学院 | Full-hydraulic energy-gathering blasting vibration reduction and energy-saving control method, system, terminal and medium |
| CN113357987A (en) * | 2021-04-15 | 2021-09-07 | 西安科技大学 | Automatic blasting design method |
| CN113357987B (en) * | 2021-04-15 | 2023-05-09 | 陕西峒启晋恺昕智能科技有限公司 | An Automatic Blasting Design Method |
| CN113202470A (en) * | 2021-05-11 | 2021-08-03 | 中交广州航道局有限公司 | On-site test method for underwater rock drilling construction parameters |
| CN113899271A (en) * | 2021-10-31 | 2022-01-07 | 中国能源建设集团广西水电工程局有限公司 | Single face empty face rock plug blasting parameter optimization method |
| CN113916076A (en) * | 2021-10-31 | 2022-01-11 | 中国能源建设集团广西水电工程局有限公司 | Single-face empty face rock plug through blasting test method |
| CN113916075A (en) * | 2021-10-31 | 2022-01-11 | 中国能源建设集团广西水电工程局有限公司 | Single face empty face rock plug blasting parameter primary selection test method |
| CN113916076B (en) * | 2021-10-31 | 2023-10-31 | 中国能源建设集团广西水电工程局有限公司 | Single-temporary-face rock plug through blasting test method |
| CN113916075B (en) * | 2021-10-31 | 2023-11-03 | 中国能源建设集团广西水电工程局有限公司 | Single-temporary-face rock plug blasting parameter primary selection test method |
| CN114140968A (en) * | 2021-12-07 | 2022-03-04 | 四川智能建造科技股份有限公司 | Blasting product usage amount early warning system and method |
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