CN104196041A - Construction method for concrete diaphragm wall cofferdam heightening - Google Patents
Construction method for concrete diaphragm wall cofferdam heightening Download PDFInfo
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- CN104196041A CN104196041A CN201410388655.0A CN201410388655A CN104196041A CN 104196041 A CN104196041 A CN 104196041A CN 201410388655 A CN201410388655 A CN 201410388655A CN 104196041 A CN104196041 A CN 104196041A
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Abstract
Disclosed is a construction method for concrete diaphragm wall cofferdam heightening. The method includes the following steps that (1) a cofferdam is filled with ballast to the design elevation; (2) a geological drilling rig is adopted for drilling an exploratory hole, the depth of an original concrete diaphragm wall is probed, and the depth of a high-pressure jet grouting hole is determined; (3) the high-pressure jet grouting hole is drilled; (4) a spray pipe is placed downwards to the hole bottom for high-pressure rotary grouting; (5) drilling and spraying are carried out in rows and in order; (6) dense supplemental grouting holes are drilled. By means of the construction method for concrete diaphragm wall cofferdam heightening, the technical aim of concrete diaphragm wall cofferdam heightening or repairing of damaged cofferdam sections can be achieved, effective lap joint of two different anti-seepage systems is achieved, and the purposes of rapid construction, economical efficiency and high efficiency are achieved.
Description
Technical field
The invention belongs to impervious wall cofferdam body construction technical field, be specifically related to concrete cut cofferdam body and increase or damage cofferdam body section repair process method.
Background technology
Along with the continuous increase of the hydroelectric development degree of depth, build dam condition and become increasingly complex.The western power station of especially focusing the consruction on is located in plateau, mountain Gao Gushen, rapid gorge elder is in the majority for water, more and more higher to the requirement of dash antiseepage cofferdam performance.After dash antiseepage cofferdam is passed the flood period, in time, has and runs into antiseepage cofferdam body and need increase or damage the situation that cofferdam body section need be repaired, and need carry out secondary cofferdam and fill and antiseepage processing.Carry out project study, ratio choosing from duration, scheme, economic dispatch aspect, take to connect the construction method of high pressure jet grouting antiseepage body on concrete anti-seepage body of wall, to reach the object of increasing fast and efficiently or repairing water-retaining cofferdam body.But for connecing high pressure jet grouting antiseepage body as temporary water retaining cofferdam on concrete cut, there is no at home successful experience can be for using for reference.
Summary of the invention
Technical problem to be solved by this invention is to provide a kind of concrete cut cofferdam body heightening construction method, by connect high pressure jet grouting antiseepage body on concrete anti-seepage body of wall, can solve dash concrete anti-seepage cofferdam body and increase or damage the problem that cofferdam body section need be repaired, and reach quick, efficient, economic construction object.
For solving the problems of the technologies described above, the technical solution adopted in the present invention is:
oneplant concrete cut cofferdam body heightening construction method, the method comprises the following steps:
(1) adopt ballast to fill cofferdam body to design altitude;
(2) adopt the geological drilling rig construction exploratory hole that spuds in, the former concrete cut degree of depth of detecting according to exploratory hole, to determine the hole depth in high pressure jet grouting hole;
(3) the high pressure jet grouting hole drilling that spuds on the body of cofferdam;
(4) lower jet pipe carries out high-pressure rotary-spray grouting construction at the bottom of hole;
(5) take a point row, a point order to bore spraying construction;
(6) supplementary irrigation hole is encrypted in construction.
Spud in high pressure jet grouting hole drilling on the body of cofferdam time, I order row hole drilling gos deep into the following 3m of impervious wall end face, to guarantee to overlap thickness.
The pilot hole of I order row hole drilling adopts with pipe bit machine drill to former cut-off wall end face, in hole, is lowered to pvc pipe, then uses geological drilling rig instead and creep into and get core, until whole hole; Its reinforcement spray orifice adopts with pipe bit machine drill and is lowered to pvc pipe to designing in the backward hole of hole depth.
During with the pore-creating of pipe bit machine, adopt sleeve pipe follow-up, pore-forming is lowered to pvc pipe in backward hole, then extracts sleeve pipe.
Adopt with pipe bit machine drill and proceed to design when hole depth, pvc pipe, down at the bottom of hole, is carried out to jet pipe after Ba sleeve pipe and transfers rising, before transferring playpipe, carrying out thorough-pressure testing normal after, adopt plastic sheeting parcel shower nozzle; Transfer in playpipe process, manage under low force feed slurry limit on limit; Playpipe is transferred to after projected depth, in the time confirming to possess grouting condition, send into the gas, the cement paste that meet the requirements, spray 1～3min, emerge behind ground wait the slurries that inject, by hoisting velocity, the rotary speed of design, spray on limit from bottom to top, rotate on limit, limit promotes, until design height, stop supplying gas, slurries, playpipe is proposed.
The described slurries ground of emerging refers to that leakage amount is 10%～20% grouting amount, and proportion is not less than 1.3.
When playpipe is promoted to faying surface height, carry out the quiet spray of 5min.
Bore spraying construction in point row, a point order step (5) Suo Shu, refer to that high-pressure rotary-spray grout hole adopts that double Guan Fafen two arranges, three orders constructions, bore spraying construction according to the principle of " between row, in point I, II order row, row, encrypt in point I, II, III order hole ", start to carry out to both sides compared with position, deep from hole depth, on former concrete cut axis, for I order is arranged, side row is II order row near a river, I order round is controlled by going deep into concrete anti-seepage body of wall 3m deeply; II order row, the super dark 10m of hole depth rate I order row's adjacent holes, but at the bottom of hole, be no more than bedrock surface elevation.
Described high spray orifice array pitch 0.7m, pitch-row 0.8m.
In step (6), fail normally to return slurry sprinkling irrigation hole, region for aperture, after sprinkling irrigation finishes, according to adjacent sprinkling irrigation hole situation, high-pressure injection be set and encrypt supplementary irrigation hole, upstream or downstream translation 20cm again perforate spray; According to quality examination hole situation, grouting supplementary irrigation hole is set and carries out the construction of antiseepage supplementary irrigation.
The present invention adopts the method that connects jet grouting diaphragm wall carry out cofferdam body and increase antiseepage processing on concrete cut, with " ballast fills high pressure jet grouting cofferdam body ", " high spray orifice embeds the quiet spray of concrete anti-seepage body of wall 3m+ faying surface 5min ", technological measures such as " aperture adopt minimum hoisting velocity+aperture to throw sand+reinforced opening while not returning slurry " is core, realize the successful overlap joint between two kinds of different seepage prevention systems that connect jet grouting diaphragm wall on concrete cut, be well positioned to meet through this construction method cofferdam body of increasing after treatment the requirement that dash is passed the flood period, compared with conventional construction method, not only treatment effeciency is high, and realized concrete cut increase end face do not need cleaning process, reduce to greatest extent the requirement to execution conditions, reach and solved that on concrete cut, to connect new antiseepage body treatment technology difficulty large, expense is high, weak effect, long in time limit, the goal of the invention of the problems such as contaminated environment.
Detailed description of the invention
Embodiment:
Some hydropower station diversion tunnel on left bank outlet cofferdam, position is former takes concrete cut processing, and the rear consideration overcurrent node duration needs, and design adopts geomembrane anti-seepage processing mode to carry out adding height adjustment to exporting cofferdam elevation of weir crest of withered phase.During passing the flood period, because flow increases sharply, there is sedimentation and deformation in cofferdam near a river side.For guaranteeing the monolithic stability in cofferdam, avoid the impaired further expansion in cofferdam, implement broken weir water-filling concora crush.The body section damage of cofferdam, water-filling rear section, Ti Po weir, cofferdam, the wide about 50m of maximum breach, the about 16m of depth capacity, need carry out secondary cofferdam and fill and antiseepage processing.Through carry out project study, ratio choosing from duration, scheme, economic dispatch aspect, in water-retaining cofferdam reparation, increase in construction, propose and adopted on damaged concrete impervious wall, to connect the high-pressure rotary-spray method of carrying out antiseepage processing of being in the milk, reparation rapidly and efficiently water-retaining cofferdam, realized the successful overlap joint between two kinds of different seepage prevention systems.
By adopting the present invention's cofferdam body of increasing after treatment well to meet the requirement that dash is passed the flood period, guarantee the safe construction of civil engineering in foundation ditch.
Concrete steps are as follows:
(1) fill ballast to design altitude at cofferdam body higher slice, after grinding compacting, measure setting-out.For guaranteeing the continuity of high-pressure rotary-spray construction, prevent hole scattering, will hole place leveling around, compacting, and adopt the drilling construction platform of good stability, steady while making drill hole of drilling machine, firm; Behind rig mating holes position, calibration standard of fuselage, leveling firm frame, control hole biased poor≤5cm.
(2) adopt the exploratory hole of the large-scale geological drilling rig Construction Arrangement of XY-42 on I order row axis, the former concrete cut degree of depth of detecting according to exploratory hole, determine the hole depth in high pressure jet grouting hole, on former concrete cut axis, for I order is arranged, side row is II order row near a river, the I order round in high pressure jet grouting hole is controlled by going deep into concrete anti-seepage body of wall 3m deeply; The super dark 10m of II order row hole depth rate I order row's adjacent holes, but at the bottom of hole, be no more than bedrock surface elevation.
(3) high-pressure rotary-spray grout hole drilling construction.Boring aperture Φ 150mm, I order row hole drilling gos deep into the following 3m of impervious wall end face, guarantees to overlap thickness.Pilot hole adopt SM400 type with pipe bit machine drill to former cut-off wall end face, in hole, be lowered to pvc pipe, then use geological drilling rig instead and creep into and get core, until whole hole; Its reinforcement spray orifice adopts with pipe bit machine drill and is lowered to pvc pipe to designing in the backward hole of hole depth.During with the pore-creating of pipe bit machine, adopt Φ 146 sleeve pipe follow-ups, pore-forming is lowered to pvc pipe in backward hole, then extracts sleeve pipe.The internal diameter of pvc pipe is not less than Φ 110mm.Wall thickness is not less than 2.5mm.
(4) high-pressure rotary-spray grouting construction.Adopt with pipe bit machine drill and proceed to design when hole depth, pvc pipe, down at the bottom of hole, is carried out to jet pipe after Ba sleeve pipe and divides into rising.For preventing spray nozzle clogging, before transferring playpipe, carrying out after thorough-pressure testing normally, adopt plastic sheeting parcel shower nozzle.Playpipe is transferred to after projected depth, in the time confirming to possess grouting condition, send into the gas, the cement paste that meet the requirements, spray 1～3min, emerge behind ground wait the slurries that inject, by hoisting velocity, the rotary speed of design, spray on limit from bottom to top, rotate on limit, limit promotes, until design height, stop supplying gas, slurries, playpipe is proposed.Leakage amount normal range (NR) is 10%～20% grouting amount, and proportion is not less than 1.3.
For guaranteeing the watertight grouting effect of faying surface, when playpipe is promoted to faying surface height, quiet spray 5min.
Do not return the situation of slurry for body high pressure jet grouting aperture, ballast backfill cofferdam, in the situation that allowing certain leakage, adopt the mode of " sand is thrown in minimum hoisting velocity+aperture " to process.
(5) static pressure recharges.AEI After End of Injection carries out static pressure filling grouting immediately in spray-hole, until aperture liquid level no longer sinks, to avoid churning concrement top to occur depressed phenomenon because of slurries bleed.
(6), according to detecting definite drilling depth, carry out the brill spraying construction of above-mentioned (3)～(5) step according to the principle of " between row, in point I, II order row, row, encrypt in point I, II, III order hole " and " starting to both sides construction compared with position, deep from hole depth ".
In row, point I, II, III order hole are that spraying construction is bored in FenⅠXu hole, every row's inner high voltage jet grouting hole, II order hole, III order hole priority.
After aperture is failed normally to return slurry sprinkling irrigation hole, region sprinkling irrigation and is finished, according to adjacent sprinkling irrigation hole situation, high-pressure rotary-spray is set and encrypts supplementary irrigation hole, encrypting supplementary irrigation hole refers to fail normally to return slurry sprinkling irrigation hole, region for aperture, after sprinkling irrigation finishes, according to adjacent sprinkling irrigation hole situation, high-pressure rotary-spray is set and encrypts supplementary irrigation hole, upstream or downstream translation 20cm again perforate spray.
(7), after high-pressure rotary-spray grouting construction finishes, increase cofferdam body quality of sprinkler irrigation inspection eye construction.If inspection eye permeability rate is greater than cofferdam body design anti-seepage standard, grouting supplementary irrigation hole is according to circumstances set and carries out the construction of antiseepage supplementary irrigation.
Claims (10)
1.
oneplant concrete cut cofferdam body heightening construction method, it is characterized in that the method comprises the following steps:
(1) adopt ballast to fill cofferdam body to design altitude;
(2) adopt the geological drilling rig construction exploratory hole that spuds in, the former concrete cut degree of depth of detecting according to exploratory hole, to determine the hole depth in high pressure jet grouting hole;
(3) spud on the body of cofferdam high-pressure rotary-spray grout hole boring;
(4) lower jet pipe carries out high-pressure rotary-spray grouting construction at the bottom of hole;
(5) take a point row, a point order to bore spraying construction;
(6) supplementary irrigation hole is encrypted in construction.
2. concrete cut according to claim 1 cofferdam body heightening construction method, is characterized in that: when the high-pressure rotary-spray grout hole that spuds on the body of cofferdam boring, I order row hole drilling gos deep into the following 3m of impervious wall end face, to guarantee to overlap thickness.
3. concrete cut according to claim 2 cofferdam body heightening construction method, it is characterized in that: the pilot hole of I order row hole drilling adopts with pipe bit machine drill to former cut-off wall end face, in hole, be lowered to pvc pipe, then use geological drilling rig instead and creep into and get core, until whole hole; All the other high-pressure rotary-spray holes adopt with pipe bit machine drill and are lowered to pvc pipe to designing in the backward hole of hole depth.
4. concrete cut according to claim 3 cofferdam body heightening construction method, is characterized in that: during with the pore-creating of pipe bit machine, adopt sleeve pipe follow-up, pore-forming is lowered to pvc pipe in backward hole, then extracts sleeve pipe.
5. according to the concrete cut cofferdam body heightening construction method described in claim 3 or 4, it is characterized in that: adopt while proceeding to design hole depth with pipe bit machine drill, by pvc pipe down at the bottom of hole; after Ba sleeve pipe, carry out jet pipe and transfer rising, before transferring playpipe, carrying out after thorough-pressure testing normally, adopting plastic sheeting parcel shower nozzle; Playpipe is transferred to after projected depth, in the time confirming to possess grouting condition, send into the gas, the cement paste that meet the requirements, spray 1～3min, emerge behind ground wait the slurries that inject, by hoisting velocity, the rotary speed of design, spray on limit from bottom to top, rotate on limit, limit promotes, until design height, stop supplying gas, slurries, playpipe is proposed.
6. concrete cut according to claim 5 cofferdam body heightening construction method, is characterized in that: the described slurries ground of emerging refers to that leakage amount is 10%～20% grouting amount, and proportion is not less than 1.3.
7. concrete cut according to claim 5 cofferdam body heightening construction method, is characterized in that: when playpipe is promoted to faying surface height, carry out the quiet spray of 5min.
8. concrete cut according to claim 1 cofferdam body heightening construction method, it is characterized in that: bore spraying construction in point row, a point order step (5) Suo Shu, refer to that high-pressure rotary-spray grout hole adopts that double Guan Fafen two arranges, three orders constructions, bore spraying construction according to the principle of " between row, in point I, II order row, row, encrypt in point I, II, III order hole ", start to carry out to both sides compared with position, deep from hole depth, on former concrete cut axis, for I order is arranged, side row is II order row near a river, I order round is controlled by going deep into concrete anti-seepage body of wall 3m deeply; The super dark 10m of II order row hole depth rate I order row's adjacent holes, but at the bottom of hole, be no more than bedrock surface elevation.
9. concrete cut according to claim 8 cofferdam body heightening construction method, is characterized in that: described high-pressure rotary-spray grout hole array pitch 0.7m, pitch-row 0.8m.
10. concrete cut according to claim 1 cofferdam body heightening construction method, it is characterized in that: in step (6), fail normally to return slurry sprinkling irrigation hole, region for aperture, after sprinkling irrigation finishes, according to adjacent sprinkling irrigation hole situation, high-pressure rotary-spray is set and encrypts supplementary irrigation hole, upstream or downstream translation 20cm again perforate spray; According to quality examination hole situation, grouting supplementary irrigation hole is set and carries out the construction of antiseepage supplementary irrigation.
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Cited By (5)
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| CN105064366A (en) * | 2015-08-03 | 2015-11-18 | 中国电建集团贵阳勘测设计研究院有限公司 | High-pressure jet grouting follow pipe structure in seepage prevention construction and construction method of high-pressure jet grouting follow pipe structure |
| CN106087994A (en) * | 2016-08-25 | 2016-11-09 | 中国水利水电第四工程局有限公司 | A kind of high pressure jet grouting pore-forming dado structure and construction method thereof |
| CN108677980A (en) * | 2018-07-12 | 2018-10-19 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of upstream cofferdam that taking into account communication function increases method and structure |
| CN111636450A (en) * | 2020-05-22 | 2020-09-08 | 中电建十一局工程有限公司 | Construction method of high-pressure rotary-spraying impervious wall on gravel layer |
| CN112921997A (en) * | 2021-01-21 | 2021-06-08 | 中国水利水电第四工程局有限公司 | Construction method of double-row high-pressure rotary spraying pile wall of cofferdam |
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| CN105064366A (en) * | 2015-08-03 | 2015-11-18 | 中国电建集团贵阳勘测设计研究院有限公司 | High-pressure jet grouting follow pipe structure in seepage prevention construction and construction method of high-pressure jet grouting follow pipe structure |
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| CN108677980A (en) * | 2018-07-12 | 2018-10-19 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of upstream cofferdam that taking into account communication function increases method and structure |
| CN108677980B (en) * | 2018-07-12 | 2023-10-31 | 中国电建集团贵阳勘测设计研究院有限公司 | Upstream cofferdam heightening method and structure taking traffic function into consideration |
| CN111636450A (en) * | 2020-05-22 | 2020-09-08 | 中电建十一局工程有限公司 | Construction method of high-pressure rotary-spraying impervious wall on gravel layer |
| CN112921997A (en) * | 2021-01-21 | 2021-06-08 | 中国水利水电第四工程局有限公司 | Construction method of double-row high-pressure rotary spraying pile wall of cofferdam |
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