CN107130918A - Dam Heavy Curtain Grouting impact pore-forming construction method - Google Patents
Dam Heavy Curtain Grouting impact pore-forming construction method Download PDFInfo
- Publication number
- CN107130918A CN107130918A CN201610994797.0A CN201610994797A CN107130918A CN 107130918 A CN107130918 A CN 107130918A CN 201610994797 A CN201610994797 A CN 201610994797A CN 107130918 A CN107130918 A CN 107130918A
- Authority
- CN
- China
- Prior art keywords
- hole
- grouting
- curtain
- drilling
- grout
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
Abstract
The invention discloses a kind of Dam Heavy Curtain Grouting impact pore-forming construction method, including（1）Lift observation hole drilling,（2）Guide's hole drilling,（3）Grout curtain hole drilling,（4）Bore flushing, crack rinse,（5）The preceding packer permeability test of grouting,（6）Grout curtain and（7）The steps such as sealing of hole；The advantage of the invention is that：Traditional geological cycle pore-creating is changed to the safe and reliable process continuous-stable of kinetic energy impact pore-forming, a large amount of to save labour and construction machinery, construction cost is significantly lower than traditional handicraft, remarkable benefit.
Description
Technical field
The present invention relates to one kind grouting making hole construction method, specifically a kind of Dam Heavy Curtain Grouting impact pore-forming construction
Method, belongs to grouting making hole construction method field.
Background technology
Dam is built, water is blocked and makes storehouse, this is that people conquer the Nature and nature remodeling, the weight that the mankind benefit is
Want measure.Dam safety must be ensured by building dam, and otherwise dam once has an accident, it will cause huge disaster.In order that
Dam can chronically, safe normal operation, from the exploration stage by design, construction value from dam completion after management and
Operation, is both needed to comprehensively prudent consideration, and conscientious works well.When starting to build dam, dam foundation treatment should be carried out first
Work.Practical experience is proved, after based process is good, and the construction of dam is just easier.The safety of dam also just has guarantee.
Conversely, after based process is good, just allowing normal operation, there is such example in China.As dam foundation, whether rock
Or sand gravel layer, it is both needed to reliable barrier properties, enough resistance to pressure and a certain degree of homogenieity, but general natural rock
Or sand gravel layer seldom possesses these conditions, so usually needing to be handled, improve his properties.If run into soft
It is weak, crush many cracks, joints development, permeability is big to wait the poor dam foundation rock of geological conditions, then with greater need for being handled,
It is allowed to the need for adapting to damming workses.
In recent decades, various countries widely employ grouting method in terms of dam foundation treatment, and its major advantage is：It is applicable
Property it is larger, construct it is fairly simple, it is also both economical.Plasma pouring constructing skill, is applied in lock and dock engineering is built earliest,
Even the slurries of the class of clay one are circulated into the space on sluice foundation or dock abutment wall and floor under pressure effect.Build again later
It is wide using scope ratio in the engineering such as mine tunnel and dam.Dam is built in complex geologic conditions area, its foundation grouting
Scale usually very it is big construction it is more arduous, technology is also more complicated.If any dam its based process grouting it is used
Cement is almost equal with pouring cement amount used in dam body.Difficulty is high, and the amount of labour is big, and cost is high.
The content of the invention
In order to solve the above problems, the present invention devises a kind of Dam Heavy Curtain Grouting impact pore-forming construction method, by tradition
Geological cycle pore-creating be changed to the safe and reliable process continuous-stable of kinetic energy impact pore-forming, it is a large amount of to save labours and construction machinery,
Construction cost is significantly lower than traditional handicraft, remarkable benefit.
The technical scheme is that：
Dam Heavy Curtain Grouting impact pore-forming construction method, comprises the following steps：
1st, observation hole drilling is lifted
（1）6 groups of plan arrangement lifts peephole in grouting adit, and in order to preferably carry out lifting observation, peephole should try one's best
It is arranged in the middle of each unit or concrete parting position；
（2）Peephole is lifted for upright opening, shallow-layer lifting device fixing end is embedded to 50cm in the 1st section, the embedment of deep layer lifting device
2m below most back segment depth；
（3）Lift peephole to drill using geological drilling rig, diamond bit perforate, aperture is Φ 75mm；Drill after terminating through testing
Installed in time by technical requirements after batter depth and lift observation device, inner tube uses Φ 25mm steel pipes, outer tube uses Φ 50mm conducts
Pillar, the connection of all steel pipes all uses screwed connection；
（4）Lift observation device and installation, debugging efforts are completed before cementing operations；
（5）Provided with the position for lifting observation device, the grouting hole section in the range of the 10.0m of its periphery is rinsed in crack, pressure water is tried
Test and grouting works in be observed, and hourly observation result；Lift deformation observation to be observed using amesdial, lift change
Shape observation permissible value △≤0.2mm, amesdial used must be qualified through metrological service, running check in use, really
Its sensitivity and accuracy have been protected, during using and depositing, effective protection has been carried out to amesdial, it is to avoid appearance collision,
Seismism, influences measuring accuracy；
（6）Lift deformation observation by special messenger to be responsible for, surveyed per 10min and remember single reading, encryption, which is surveyed, when deformation values rise very fast reads secondary
Number, and notify that Stress control personnel note controlled grouting pressure, ensures that grouting pressure no longer rises, when deformation values are close to permissible value
During 0.2mm, decompression measure is taken, prevents to lift deformation failure, to lifting feelings of the deformation beyond permissible value in construction
Condition, takes the measure for stopping construction immediately, and report management, designing unit's research treatment measures；
2nd, guide's hole drilling
（1）Pilot hole is arranged on the main curtain center line of grout curtain, is chosen from I sequence hole, per unit 1；
（2）The main curtain hole depth 10.0m in pilot hole hole depth rate relevant position, aperture is Φ 91mm；
3rd, grout curtain hole drilling
（1）Grout curtain drilling uses geological drilling rig pore-creating, and diamond bit drilling, open pore size is Φ 91mm, whole hole aperture
Not less than 46mm；
（2）1st section of drilling terminates, packer permeability test, grouting need embedded orifice tube after terminating, and orifice tube stretches into rock stratum 2m, and exposed
Concrete surface 10cm；The necessary castingin of orifice tube is firm and solid, it is ensured that outside does not emit water, grout；
（3）To ensure that drilling hole, to accurate, when rig is in place, is leveled up rig with sleeper or plank, and it will be bored with horizon rule
Leveling of engine bed, and ensure to consolidate, makes the direction of rig vertical shaft and orifice tube and design hole to consistent；
（4）Grout curtain hole pitch-row is 2.0m, and hole position must be put a little by measurement, and hole position deviation cannot be greater than 10cm；Drilling is deep
Degree is not more than 20cm with design hole depth error；
（5）Each grout curtain hole carries out the deflection in the range of hole deviation and azimuth determination, especially top 20m and azimuthal control
System；Deviational survey inspection from bottom to top after the hole complete opening drilling that rock stratum condition is good, lower slurry amount is small terminates, per mono- measuring point of 10m；
4th, bore flushing, crack are rinsed
When rig is crept into, corresponding rate of penetration is determined according to Seines types, pore size, penetration rate and stock volume, is bored
Speed should be met the following requirements：
（1）In mud and silt soil strata, situation is fed according to mud, rate of penetration, generally no greater than 1m/ is strictly controlled
min；In loose sand, rate of penetration is no more than 3m/h；
（2）Bounce does not occur by rig and is defined for rate of penetration in hard stratum or in rock stratum；
（3）Low hammer is close when starting to bore basement rock hits or is interrupted impact, in order to avoid deflection；Hole scattering is such as found, sealing of hole should wait to coagulate immediately
Crept into again after 12 hours；
5th, packer permeability test before being in the milk
Make simple packer permeability test before the grouting of grout curtain hole, packer permeability test should combine crack and rinse progress, and pressure water pressure is grouting
The 80% of pressure, if the value is more than 1Mpa, using 1Mpa, the pressure water time is 20min, is surveyed per 5min and reads once to be pressed into flow,
End value is taken to calculate permeability rate；
6th, grout curtain
（1）Grouting method：Grout curtain cover-layer section bores filling method using aperture closed circulation；Rock section is using in the blind hole of aperture
Packer grouting method from top to bottom is circulated, Grout-jetting pipe cannot be greater than 50cm apart from bottom hole；The upper two adjacent order holes of same row it
Between, the interval discrepancy in elevation of well cementing cannot be less than 15m in rock stratum；
（2）Concentration of slurry：Grout curtain slurries ratio of mud neat slurry uses mass ratio 5:1、3:1、2:1、1:1、0.8:1 five
Than level, filling is opened than being 5:1；
（3）Slurries are converted：Grout curtain concentration of slurry should be thickened by dilute, be converted step by step, and slurries conversion is performed by following principle：When
Grouting pressure keeps constant, when injection rate is persistently reduced, or when injection rate is constant and pressure is persistently raised, and must not change water ash
Than；When a certain injection rate than level slurries, up to more than 300L or infusion time, up to 30min, grouting pressure and injection rate are equal
During without changing or change not notable, dense one-level should be changed；When injection rate is more than 30L/min, it can as the case may be bypass the immediate leadership and thicken；
（4）Ending standard：Each grout compartment of grout curtain is under maximum design pressure, when injection rate is not more than 1L/min, continues
60min is irrigated, grouting can be terminated；
7th, sealing of hole
Grout curtain sealing of hole is using complete opening grouting method of pore sealing：After complete opening has been filled, first remaining slurry in hole is replaced as with conduit slip casting method
Mass ratio 0.5:1 underflow, then by packer plug in aperture, carries out pure pressure type grouting sealing of hole；Sealing of hole pressure is in the milk to be maximum
Pressure, sealing of hole grouting time is 60min.
Finally, grout curtain quality examination is carried out, includes the content of following aspect：
（1）According to test requirements document, quality examination and coring can be after major and minor curtain terminate in position progress；
（2）Quality examination is based on packer permeability test, with reference to the evaluation of the comprehensive analysis such as construction note, achievement data, boring and coring, inspection
Look into time progress in 14 days after grouting terminates；
（3）It is total 10% of grout hole to check hole number；One unit at least arranges an inspection hole, and inspection hole hole depth rate should
Be in the milk hole depth 5m at position, and inspection hole should be segmented progress single-point method packer permeability test, and single hop permeability rate criterion of acceptability is q≤5Lu；
（4）Inspection hole arrangement of boring holes is decided through consultation jointly by design, management and construction tripartite, should be arranged on curtain center line, simultaneously
Consider in complex geologic conditions such as tomography, cranny developments, the big hole section of injection rate is nearby or filling process is abnormal provides through analysis
Material may position influential on quality；
（5）Evaluation criteria is：Pore pressure water is checked on inspection, concrete and basement rock contact-segment and its next section of permeability rate qualification rate
For 100%, the qualification rate of paragraphs below should be more than 90%, and 3Lu ~ 5Lu is below 10%, and the permeability rate of unqualified hole section is no more than
The 150% of design code value, and must not concentrate, it is qualified that grouting quality can be chosen as；
（6）Check that hole drilling uses geological drilling rig, aperture is 76mm；
（7）Inspection hole carries out coring, and hole count is the 2% of total grouting hole count, and core recovery is not less than 95%, and pick-up rate RQD values are not
Less than 80%, concrete and rock faying face strong bonding；Core should be taken pictures, be edited and recorded, being described, drawing log sheet, and
Properly retain；
（8）After inspection hole terminates, it is in the milk by technical requirements and sealing of hole, method for sealing of the method for sealing with grout curtain hole.
The advantage of the invention is that：Using air drill pore-forming twice, first paragraph 2m embeddings treat solidifying 24 hours, then with air drill once
Creep into bottom elevation, packer grouting from bottom to top, first paragraph（2m）Pilot hole is made for follow-up drilling again with geology abrasion drill,
Deviation controlling carries out the settlement by soaking clay of rock and right dam abutment using air-driven impact down-the-hole device within the scope of code requirement
Coating is crept into, and achieves good effect, and speed is fast, efficiency high, creeps into harder rock stratum drilling depth comparatively fast, improves work effect
Rate, reduces operation difficulty, and cost is low.
With reference to specific embodiment, the invention will be further described.
Embodiment
The preferred embodiments of the present invention are illustrated below, it will be appreciated that preferred embodiment described herein is only used
In the description and interpretation present invention, it is not intended to limit the present invention.
Embodiment 1
Dam Heavy Curtain Grouting impact pore-forming is constructed
Sequence of construction is：Lift observation hole drilling → lift observation device installation → curtain pilot hole → main grout curtain hole → pair
Grout curtain hole → connection curtain（Lower connection row）Grout hole → connection curtain（Upper connection row）Grout hole → quality examination hole（Take
Core）.
Wherein, grout curtain is using point sequence, a segmented mode：Three order constructions of grout curtain point, segment length is divided into：1st
Section：2.0m, the 2nd section：5m, the 3rd section and paragraphs below are 5.0m, and whole hole section segment length is no more than 7.0m, grouting pressure first paragraph
0.2MPa, grouting pressure meets tomography, geology defective sector by every meter of 0.15MP, and segment length is no more than 5.0m；Drill through weakness
Fragmented rock body finds collapse hole and concentrates leak, it is impossible to when continuing lower bore, be used as one section；Curtain hole is adjacent two in same section
Between individual order hole, the discrepancy in elevation of well cementing cannot be less than 15m；First paragraph（2m）It is that perforate deviation must not be big with geology abrasion drill
In 5cm, pilot hole is made deviation controlling within the scope of code requirement；Body changes impactor after boring, and high-pressure water pipe is changed to wind
Crept into again after pipe to bottom hole elevation.
The curtain hole sequence of construction of grout curtain is：The sequence hole of the sequence hole of pilot hole → I → II → III sequences hole；Grout curtain is each
Hole construction process is：Measure discharge hole → rig it is in place → perforate drilling first paragraph → bore flushing and pressure water → grouting → second segment
Drilling is until whole hole, pressure water, grouting → sealing of hole → migration rig.
1st, observation hole drilling is lifted
（1）6 groups of plan arrangement lifts peephole in grouting adit, and in order to preferably carry out lifting observation, peephole should try one's best
It is arranged in the middle of each unit or concrete parting position；
（2）Peephole is lifted for upright opening, shallow-layer lifting device fixing end is embedded to 50cm in the 1st section, the embedment of deep layer lifting device
2m below most back segment depth；
（3）Lift peephole to drill using geological drilling rig, diamond bit perforate, aperture is Φ 75mm；Drill after terminating through testing
Installed in time by technical requirements after batter depth and lift observation device, inner tube uses Φ 25mm steel pipes, outer tube uses Φ 50mm conducts
Pillar, the connection of all steel pipes all uses screwed connection；
（4）Lift observation device and installation, debugging efforts are completed before cementing operations；
（5）Provided with the position for lifting observation device, the grouting hole section in the range of the 10.0m of its periphery is rinsed in crack, pressure water is tried
Test and grouting works in be observed, and hourly observation result；Lift deformation observation to be observed using amesdial, lift change
Shape observation permissible value △≤0.2mm, amesdial used must be qualified through metrological service, running check in use, really
Its sensitivity and accuracy have been protected, during using and depositing, effective protection has been carried out to amesdial, it is to avoid appearance collision,
Seismism, influences measuring accuracy；
（6）Lift deformation observation by special messenger to be responsible for, surveyed per 10min and remember single reading, encryption, which is surveyed, when deformation values rise very fast reads secondary
Number, and notify that Stress control personnel note controlled grouting pressure, ensures that grouting pressure no longer rises, when deformation values are close to permissible value
During 0.2mm, decompression measure is taken, prevents to lift deformation failure, to lifting feelings of the deformation beyond permissible value in construction
Condition, takes the measure for stopping construction immediately, and report management, designing unit's research treatment measures；
2nd, guide's hole drilling
（1）Pilot hole is arranged on the main curtain center line of grout curtain, is chosen from I sequence hole, per unit 1；
（2）The main curtain hole depth 10.0m in pilot hole hole depth rate relevant position, aperture is Φ 91mm；
3rd, grout curtain hole drilling
（1）Grout curtain drilling uses XY-2PC model geological drilling rig pore-creating, and diamond bit is crept into, and open pore size is Φ
91mm, whole hole aperture is not less than 46mm；
（2）1st section of drilling terminates, packer permeability test, grouting need embedded orifice tube after terminating, and orifice tube stretches into rock stratum 2m, and exposed
Concrete surface 10cm；The necessary castingin of orifice tube is firm and solid, it is ensured that outside does not emit water, grout；
（3）To ensure that drilling hole, to accurate, when rig is in place, is leveled up rig with sleeper or plank, and it will be bored with horizon rule
Leveling of engine bed, and ensure to consolidate, makes the direction of rig vertical shaft and orifice tube and design hole to consistent；
（4）Grout curtain hole pitch-row is 2.0m, and hole position must be put a little by measurement, and hole position deviation cannot be greater than 10cm；Drilling is deep
Degree is not more than 20cm with design hole depth error；
（5）Each grout curtain hole carries out the deflection in the range of hole deviation and azimuth determination, especially top 20m and azimuthal control
System；Deviational survey inspection from bottom to top after the hole complete opening drilling that rock stratum condition is good, lower slurry amount is small terminates, per mono- measuring point of 10m；
4th, bore flushing, crack are rinsed
When rig is crept into, corresponding rate of penetration is determined according to Seines types, pore size, penetration rate and stock volume, is bored
Speed should be met the following requirements：
（1）In mud and silt soil strata, situation is fed according to mud, rate of penetration, generally no greater than 1m/ is strictly controlled
min；In loose sand, rate of penetration is no more than 3m/h；
（2）Bounce does not occur by rig and is defined for rate of penetration in hard stratum or in rock stratum；
（3）Low hammer is close when starting to bore basement rock hits or is interrupted impact, in order to avoid deflection；Hole scattering is such as found, sealing of hole should wait to coagulate immediately
Crept into again after 12 hours；
5th, packer permeability test before being in the milk
Make simple packer permeability test before the grouting of grout curtain hole, packer permeability test should combine crack and rinse progress, and pressure water pressure is grouting
The 80% of pressure, if the value is more than 1Mpa, using 1Mpa, the pressure water time is 20min, is surveyed per 5min and reads once to be pressed into flow,
End value is taken to calculate permeability rate；
6th, grout curtain
（1）Grouting method：Grout curtain cover-layer section bores filling method using aperture closed circulation；Rock section is using in the blind hole of aperture
Packer grouting method from top to bottom is circulated, Grout-jetting pipe cannot be greater than 50cm apart from bottom hole；The upper two adjacent order holes of same row it
Between, the interval discrepancy in elevation of well cementing cannot be less than 15m in rock stratum；
（2）Concentration of slurry：Grout curtain slurries ratio of mud neat slurry uses mass ratio 5:1、3:1、2:1、1:1、0.8:1 five
Than level, filling is opened than being 5:1；
（3）Slurries are converted：Grout curtain concentration of slurry should be thickened by dilute, be converted step by step, and slurries conversion is performed by following principle：When
Grouting pressure keeps constant, when injection rate is persistently reduced, or when injection rate is constant and pressure is persistently raised, and must not change water ash
Than；When a certain injection rate than level slurries, up to more than 300L or infusion time, up to 30min, grouting pressure and injection rate are equal
During without changing or change not notable, dense one-level should be changed；When injection rate is more than 30L/min, it can as the case may be bypass the immediate leadership and thicken；
（4）Ending standard：Each grout compartment of grout curtain is under maximum design pressure, when injection rate is not more than 1L/min, continues
60min is irrigated, grouting can be terminated；
7th, sealing of hole
Grout curtain sealing of hole is using complete opening grouting method of pore sealing：After complete opening has been filled, first remaining slurry in hole is replaced as with conduit slip casting method
Mass ratio 0.5:1 underflow, then by packer plug in aperture, carries out pure pressure type grouting sealing of hole；Sealing of hole pressure is in the milk to be maximum
Pressure, sealing of hole grouting time is 60min；
8th, grout curtain quality examination
（1）According to test requirements document, quality examination and coring can be after major and minor curtain terminate in position progress；
（2）Quality examination is based on packer permeability test, with reference to the evaluation of the comprehensive analysis such as construction note, achievement data, boring and coring, inspection
Look into time progress in 14 days after grouting terminates；
（3）It is total 10% of grout hole to check hole number；One unit at least arranges an inspection hole, and inspection hole hole depth rate should
Be in the milk hole depth 5m at position, and inspection hole should be segmented progress single-point method packer permeability test, and single hop permeability rate criterion of acceptability is q≤5Lu；
（4）Inspection hole arrangement of boring holes is decided through consultation jointly by design, management and construction tripartite, should be arranged on curtain center line, simultaneously
Consider in complex geologic conditions such as tomography, cranny developments, the big hole section of injection rate is nearby or filling process is abnormal provides through analysis
Material may position influential on quality；
（5）Evaluation criteria is：Pore pressure water is checked on inspection, concrete and basement rock contact-segment and its next section of permeability rate qualification rate
For 100%, the qualification rate of paragraphs below should be more than 90%, and 3Lu ~ 5Lu is below 10%, and the permeability rate of unqualified hole section is no more than
The 150% of design code value, and must not concentrate, it is qualified that grouting quality can be chosen as；
（6）Check that hole drilling uses geological drilling rig, aperture is 76 ㎜；
（7）Inspection hole carries out coring, and hole count is the 2% of total grouting hole count, and core recovery is not less than 95%, and pick-up rate RQD values are not
Less than 80%, concrete and rock faying face strong bonding；Core should be taken pictures, be edited and recorded, being described, drawing log sheet, and
Properly retain；
（8）After inspection hole terminates, it is in the milk by technical requirements and sealing of hole, method for sealing of the method for sealing with grout curtain hole.
Example one
Nine teacher of agriculture 167 does not manage its reservoir engineering, and project scale is small（1）Type, project scale or rank of project is the fourth class, and key construction is four
Level, outlet structure escape works are 4 grades；The design flood return period is 30 years to 50 years, and check flood standard is to meet for 1000 one.Corresponding flood
The peak normal retaining 1057.8m of flow 50.3m3/s. reservoirs, maximum height of dam 47.5m, 4,710,000 cubes of the long 240m. aggregate storage capacities of dam crest
Rice.Project scale is small（1）Type, engineering order is IV grade.Permanent key construction rank is 4 grades, permanent secondary building
Thing and temporay building rank are 5 grades.
Its reservoir multi-purpose project key construction includes barrage, spillway and water conservancy diversion, water release tunnel in other.
Water retaining structure be located at it is other in its km of head works 0.13 upstream river valley, be clay core wall sand-gravel dam.The axis of dam
Vertical river course arrangement.Crest elevation 1059.5m, dam length 240m.Wave resistance wall crest elevation 1060.5m, the high 2.2m of wall, wall rises out dam
Face 1.0m, upstream dam slope is 1:2.0, downstream dam slope 1:1.75, downstream dam slope arranges dam road in 3 grades of zigzag, and have a lot of social connections 6m in road,
The gradient is 1：10, using bituminous paving.Upstream cofferdam is combined with dam body, elevation of weir crest 1027.5m.Clay core wall elevation
1058.3m, dam crest horizontal width 3m, core-wall bottom are located and severely-weathered bottom, core-wall upstream and downstream making loaded filter, anti-filter slice width
Spend for 1m, filtering slice width 2m.The interim side slope 1 of core-wall both sides upstream and downstream pledge excavation:0.3, coating excavates interim side slope 1:
1.0..Upstream and downstream dam shell position carries out stripping processing to top layer 0.5m, and the loose Holocene series slide rock gravelly soil in two sides is every in dam body
In the range of all remove.Core-wall bottom pours the thick cover plate seats of 0.5m, and carries out consolidation grouting, grout penetration to core-wall cover plate
5m holes, array pitch is 3m.Grout curtain is that array pitch is that each 25 meters of extended lines in 2m dam length 240m two ends amount between designing a row
3807.6m
Sluicing diversion tunnel is arranged in the Left Hill Mass of dam body, and 0-075.81 ~ 0+002 is has pressure hole, and 0+002-0+164 is without pressure
Hole, overall length 239.81m is constituted by inducer, by pressure barrel section, work lock chamber section, without pressure barrel section, energy dissipating section.In April, 2014
Construct within 1st so far, the mountain reservoir that 8761.34 ten thousand yuan of total cost.Dam structure be clay core wall dam by dam, spillway is led
Flow hole three parts composition.Based process grouting uses impact pore-forming, reduces nearly more than 40 ten thousand yuan of cost, the duration shifts to an earlier date more than 20
My god.（Need that this engineering concrete condition is discussed in detail）
Example two
Nine teacher of agriculture, 164 Ha Musi ditch reservoir engineerings, Ha Musi ditch reservoirs are that blocking based on irrigation scolds formula reservoir engineering, reservoir
Mainly by diversion works（OK a karaoke club cut river canal head of water diversion and eservoir diversion pipeline）With reservoir main structures（Dam, discharge water culvert
Hole, spillway）Composition.Reservoir operation scheme 797.51m, maximum height of dam 36m, the long 440m of dam crest.The m3 of aggregate storage capacity 9,400,000, control
5.58 ten thousand mu of irrigated area processed.Reservoir met flood design by 50 years one, and corresponding crest discharge 50.0m3/s meets flood in 1000 one
Check, corresponding crest discharge 81m3/s.
According to reservoir capacity, project scale is small (1) type, and grade is IV etc., and permanent key construction rank is 4 grades,
Permanent secondary structure rank is 5 grades, and temporay building rank is 5 grades, so that it is determined that eservoir diversion head works, conduit pipe,
Dam, spillway, water conservancy diversion discharge water culvert by 4 grades of designs, and cofferdam is 5 grades of buildings, and temporay building is by 5 grades of designs.
Adjusted to calculate, flood retention storage capacity is 39.5 ten thousand m3, and reservoir capacity for flood control is 70.0 ten thousand m3, and aggregate storage capacity is 940.0 ten thousand m3.
On April 30th, 2013 goes into operation so far.The mountain reservoir that 1.2 hundred million yuan of total cost.Dam structure is homogeneous clay dam, by
Spillway, diversion tunnel three parts composition based process grouting uses impact pore-forming, reduces nearly more than 100 ten thousand yuan of cost, the duration carries
Preceding 25 with heaven.
Various equipment employed in the present invention, are the conventional equipment used in the production technology of this area, and each equipment
Operation, parameter etc. carried out according to routine operation, have no special feature.
Finally it should be noted that：The preferred embodiments of the present invention are the foregoing is only, are not intended to limit the invention,
Although the present invention is described in detail with reference to the foregoing embodiments, for those skilled in the art, it still may be used
To be modified to the technical scheme described in foregoing embodiments, or equivalent substitution is carried out to which part technical characteristic.
Within the spirit and principles of the invention, any modification, equivalent substitution and improvements made etc., should be included in the present invention's
Within protection domain.
Claims (8)
1. Dam Heavy Curtain Grouting impact pore-forming construction method, it is characterised in that：Comprise the following steps：（1）Lift observation hole drilling,
（2）Guide's hole drilling,（3）Grout curtain hole drilling,（4）Bore flushing, crack rinse,（5）The preceding packer permeability test of grouting,（6）Curtain
Curtain grouting and（7）Sealing of hole.
2. Dam Heavy Curtain Grouting impact pore-forming construction method according to claim 1, it is characterised in that described to lift observation
The specific method of hole drilling is：
（1）6 groups of plan arrangement lifts peephole in grouting adit, and in order to preferably carry out lifting observation, peephole should try one's best
It is arranged in the middle of each unit or concrete parting position；
（2）Peephole is lifted for upright opening, shallow-layer lifting device fixing end is embedded to 50cm in the 1st section, the embedment of deep layer lifting device
2m below most back segment depth；
（3）Lift peephole to drill using geological drilling rig, diamond bit perforate, aperture is Φ 75mm；Drill after terminating through testing
Installed in time by technical requirements after batter depth and lift observation device, inner tube uses Φ 25mm steel pipes, outer tube uses Φ 50mm conducts
Pillar, the connection of all steel pipes all uses screwed connection；
（4）Lift observation device and installation, debugging efforts are completed before cementing operations；
（5）Provided with the position for lifting observation device, the grouting hole section in the range of the 10.0m of its periphery is rinsed in crack, pressure water is tried
Test and grouting works in be observed, and hourly observation result；Lift deformation observation to be observed using amesdial, lift change
Shape observation permissible value △≤0.2mm, amesdial used must be qualified through metrological service, running check in use, really
Its sensitivity and accuracy have been protected, during using and depositing, effective protection has been carried out to amesdial, it is to avoid appearance collision,
Seismism, influences measuring accuracy；
（6）Lift deformation observation by special messenger to be responsible for, surveyed per 10min and remember single reading, encryption, which is surveyed, when deformation values rise very fast reads secondary
Number, and notify that Stress control personnel note controlled grouting pressure, ensures that grouting pressure no longer rises, when deformation values are close to permissible value
During 0.2mm, decompression measure is taken, prevents to lift deformation failure, to lifting feelings of the deformation beyond permissible value in construction
Condition, takes the measure for stopping construction immediately, and report management, designing unit's research treatment measures.
3. Dam Heavy Curtain Grouting impact pore-forming construction method according to claim 1, it is characterised in that guide's hole drill
The specific method in hole is：
（1）Pilot hole is arranged on the main curtain center line of grout curtain, is chosen from I sequence hole, per unit 1；
（2）The main curtain hole depth 10.0m in pilot hole hole depth rate relevant position, aperture is Φ 91mm.
4. Dam Heavy Curtain Grouting impact pore-forming construction method according to claim 1, it is characterised in that the grout curtain
The specific method of hole drilling is：
（1）Grout curtain drilling uses geological drilling rig pore-creating, and diamond bit drilling, open pore size is Φ 91mm, whole hole aperture
Not less than 46mm；
（2）1st section of drilling terminates, packer permeability test, grouting need embedded orifice tube after terminating, and orifice tube stretches into rock stratum 2m, and exposed
Concrete surface 10cm；The necessary castingin of orifice tube is firm and solid, it is ensured that outside does not emit water, grout；
（3）To ensure that drilling hole, to accurate, when rig is in place, is leveled up rig with sleeper or plank, and it will be bored with horizon rule
Leveling of engine bed, and ensure to consolidate, makes the direction of rig vertical shaft and orifice tube and design hole to consistent；
（4）Grout curtain hole pitch-row is 2.0m, and hole position must be put a little by measurement, and hole position deviation cannot be greater than 10cm；Drilling is deep
Degree is not more than 20cm with design hole depth error；
（5）Each grout curtain hole carries out the deflection in the range of hole deviation and azimuth determination, especially top 20m and azimuthal control
System；Deviational survey inspection from bottom to top after the hole complete opening drilling that rock stratum condition is good, lower slurry amount is small terminates, per mono- measuring point of 10m.
5. Dam Heavy Curtain Grouting impact pore-forming construction method according to claim 1, it is characterised in that the drilling punching
Wash, the specific method that crack is rinsed is：
When rig is crept into, corresponding rate of penetration is determined according to Seines types, pore size, penetration rate and stock volume, is bored
Speed should be met the following requirements：
（1）In mud and silt soil strata, situation is fed according to mud, rate of penetration, generally no greater than 1m/ is strictly controlled
min；In loose sand, rate of penetration is no more than 3m/h；
（2）Bounce does not occur by rig and is defined for rate of penetration in hard stratum or in rock stratum；
（3）Low hammer is close when starting to bore basement rock hits or is interrupted impact, in order to avoid deflection；Hole scattering is such as found, sealing of hole should wait to coagulate immediately
Crept into again after 12 hours.
6. Dam Heavy Curtain Grouting impact pore-forming construction method according to claim 1, it is characterised in that pressed before the grouting
The specific method of water test is：
Make simple packer permeability test before the grouting of grout curtain hole, packer permeability test should combine crack and rinse progress, and pressure water pressure is grouting
The 80% of pressure, if the value is more than 1Mpa, using 1Mpa, the pressure water time is 20min, is surveyed per 5min and reads once to be pressed into flow,
End value is taken to calculate permeability rate.
7. Dam Heavy Curtain Grouting impact pore-forming construction method according to claim 1, it is characterised in that the grout curtain
Specific method be：
（1）Grouting method：Grout curtain cover-layer section bores filling method using aperture closed circulation；Rock section is using in the blind hole of aperture
Packer grouting method from top to bottom is circulated, Grout-jetting pipe cannot be greater than 50cm apart from bottom hole；The upper two adjacent order holes of same row it
Between, the interval discrepancy in elevation of well cementing cannot be less than 15m in rock stratum；
（2）Concentration of slurry：Grout curtain slurries ratio of mud neat slurry uses mass ratio 5:1、3:1、2:1、1:1、0.8:1 five
Than level, filling is opened than being 5:1；
（3）Slurries are converted：Grout curtain concentration of slurry should be thickened by dilute, be converted step by step, and slurries conversion is performed by following principle：When
Grouting pressure keeps constant, when injection rate is persistently reduced, or when injection rate is constant and pressure is persistently raised, and must not change water ash
Than；When a certain injection rate than level slurries, up to more than 300L or infusion time, up to 30min, grouting pressure and injection rate are equal
During without changing or change not notable, dense one-level should be changed；When injection rate is more than 30L/min, it can as the case may be bypass the immediate leadership and thicken；
（4）Ending standard：Each grout compartment of grout curtain is under maximum design pressure, when injection rate is not more than 1L/min, continues
60min is irrigated, grouting can be terminated.
8. Dam Heavy Curtain Grouting impact pore-forming construction method according to claim 1, it is characterised in that the tool of the sealing of hole
Body method is：
Grout curtain sealing of hole is using complete opening grouting method of pore sealing：After complete opening has been filled, first remaining slurry in hole is replaced as with conduit slip casting method
Mass ratio 0.5:1 underflow, then by packer plug in aperture, carries out pure pressure type grouting sealing of hole；Sealing of hole pressure is in the milk to be maximum
Pressure, sealing of hole grouting time is 60min.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610994797.0A CN107130918A (en) | 2016-11-11 | 2016-11-11 | Dam Heavy Curtain Grouting impact pore-forming construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610994797.0A CN107130918A (en) | 2016-11-11 | 2016-11-11 | Dam Heavy Curtain Grouting impact pore-forming construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107130918A true CN107130918A (en) | 2017-09-05 |
Family
ID=59721517
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610994797.0A Pending CN107130918A (en) | 2016-11-11 | 2016-11-11 | Dam Heavy Curtain Grouting impact pore-forming construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107130918A (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108978624A (en) * | 2018-08-09 | 2018-12-11 | 中国三峡建设管理有限公司 | A kind of grouting splitting processing method |
| CN109763845A (en) * | 2019-01-23 | 2019-05-17 | 江西省宜丰万国矿业有限公司 | It is a kind of to be shut off the anti-construction method harnessed the river of curtain by constructing L-type slip casting |
| CN109915071A (en) * | 2019-05-07 | 2019-06-21 | 义马煤业集团孟津煤矿有限责任公司 | A kind of down-hole coal bed floor grouting reinforcement process based on three steps, three speed |
| CN111896719A (en) * | 2020-07-14 | 2020-11-06 | 中国水利水电第五工程局有限公司 | Method for detecting curtain grouting quality by GIN (cement in-situ) grouting method |
| CN112554195A (en) * | 2020-12-01 | 2021-03-26 | 浙江河海建设有限公司 | Curtain grouting construction method |
| CN114233191A (en) * | 2021-12-23 | 2022-03-25 | 浙江华东工程咨询有限公司 | Offshore wind farm submarine cable embankment penetrating construction method based on trenchless directional drilling technology |
| CN115387341A (en) * | 2022-08-29 | 2022-11-25 | 深圳市广汇源水利建筑工程有限公司 | Construction method for gravel dam foundation by adopting micro-expansion cement curtain grouting |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101736719A (en) * | 2010-01-22 | 2010-06-16 | 中国水电顾问集团华东勘测设计研究院 | Construction method for dam body seepage preventing curtain grouting |
| CN103410119A (en) * | 2013-06-24 | 2013-11-27 | 中国葛洲坝集团国际工程有限公司 | Method for water interception curtain grouting in leakage concrete |
| CN103485345A (en) * | 2013-09-26 | 2014-01-01 | 葛洲坝集团基础工程有限公司 | Construction method for covering layer closed porthole high-pressure curtain grouting |
| CN103603689A (en) * | 2013-11-04 | 2014-02-26 | 葛洲坝集团基础工程有限公司 | Curtain grouting construction method for treating mined-out areas |
| CN106088094A (en) * | 2016-07-31 | 2016-11-09 | 中水东北勘测设计研究有限责任公司 | High mountain strid Method of Arch Dam Foundation segmentation stage grouting method |
-
2016
- 2016-11-11 CN CN201610994797.0A patent/CN107130918A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101736719A (en) * | 2010-01-22 | 2010-06-16 | 中国水电顾问集团华东勘测设计研究院 | Construction method for dam body seepage preventing curtain grouting |
| CN103410119A (en) * | 2013-06-24 | 2013-11-27 | 中国葛洲坝集团国际工程有限公司 | Method for water interception curtain grouting in leakage concrete |
| CN103485345A (en) * | 2013-09-26 | 2014-01-01 | 葛洲坝集团基础工程有限公司 | Construction method for covering layer closed porthole high-pressure curtain grouting |
| CN103603689A (en) * | 2013-11-04 | 2014-02-26 | 葛洲坝集团基础工程有限公司 | Curtain grouting construction method for treating mined-out areas |
| CN106088094A (en) * | 2016-07-31 | 2016-11-09 | 中水东北勘测设计研究有限责任公司 | High mountain strid Method of Arch Dam Foundation segmentation stage grouting method |
Non-Patent Citations (2)
| Title |
|---|
| 唐小强等: "洞巴水电站大坝趾板帷幕灌浆施工技术", 《红水河》 * |
| 李宏义等: "藏木水电站帷幕灌浆施工工艺及质量控制", 《西藏藏木水电站工程》 * |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108978624A (en) * | 2018-08-09 | 2018-12-11 | 中国三峡建设管理有限公司 | A kind of grouting splitting processing method |
| CN109763845A (en) * | 2019-01-23 | 2019-05-17 | 江西省宜丰万国矿业有限公司 | It is a kind of to be shut off the anti-construction method harnessed the river of curtain by constructing L-type slip casting |
| CN109915071A (en) * | 2019-05-07 | 2019-06-21 | 义马煤业集团孟津煤矿有限责任公司 | A kind of down-hole coal bed floor grouting reinforcement process based on three steps, three speed |
| CN111896719A (en) * | 2020-07-14 | 2020-11-06 | 中国水利水电第五工程局有限公司 | Method for detecting curtain grouting quality by GIN (cement in-situ) grouting method |
| CN112554195A (en) * | 2020-12-01 | 2021-03-26 | 浙江河海建设有限公司 | Curtain grouting construction method |
| CN114233191A (en) * | 2021-12-23 | 2022-03-25 | 浙江华东工程咨询有限公司 | Offshore wind farm submarine cable embankment penetrating construction method based on trenchless directional drilling technology |
| CN115387341A (en) * | 2022-08-29 | 2022-11-25 | 深圳市广汇源水利建筑工程有限公司 | Construction method for gravel dam foundation by adopting micro-expansion cement curtain grouting |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107938676B (en) | Pile foundation construction method for penetrating through full-filling karst cave | |
| CN107130918A (en) | Dam Heavy Curtain Grouting impact pore-forming construction method | |
| CN105201448B (en) | Block water slip casting method for blocking in a kind of high-pressure high-flow water gushing channelway | |
| CN102705005B (en) | Technology for plugging water bursting in mine by directional diversion grouting | |
| CN108240234A (en) | A kind of Along Railway underlies coal mine gob Grouting method | |
| CN104929146B (en) | A kind of multilayer karst growth zone pile foundation engineering method | |
| CN113279687B (en) | Water damage detection and treatment integrated treatment method for old goaf of riverside coal mine | |
| CN114233385B (en) | Treatment method for mud-bursting water of inclined shaft | |
| CN112814737B (en) | Collapse column advanced treatment method and system based on laminated multi-branch horizontal well | |
| CN115126441B (en) | Vertical deep drilling grouting and stopping process | |
| CN109339079A (en) | A kind of foundation pit water-stopping system and its construction technology close to river permeable stratum | |
| CN113309565B (en) | Large-space large-inclination goaf curtain grouting method | |
| Sissakian et al. | Karstification effect on the stability of Mosul Dam and its assessment, North Iraq | |
| CN103352700B (en) | Method for preventing shaft from cracking in alleviation water-bearing layer by utilizing automatic supply water loss method | |
| Ischy et al. | AN INTRODUCTION TO ALLUVIAL GROUTING. | |
| CN106149631B (en) | High mountain strid arch dam avalanche type Slope Treatment method | |
| CN113898411A (en) | High-pressure-bearing limestone water in-situ protection technology system for coal seam floor | |
| CN113931236A (en) | Construction process for shaping and seepage prevention of garbage mountain | |
| CN112392027A (en) | Complex stratum comprehensive grouting method | |
| Afiri et al. | Evaluating permeability and groutability of Souk Tleta dam site based on Lugeon tests, RQD, SPI and trial grouting | |
| Halvorsen et al. | Design of unlined headrace tunnel with 846 m head at Lower Kihansi, Tanzania. Filling Experience | |
| Kennard et al. | SELSET RESERVOIR: DESIGN AND CONSTRUCTION. | |
| Charlton et al. | Comprehensive Foundation Rehabilitation at Bear Creek Dam | |
| CN209975535U (en) | Supporting-free double-layer arc-shaped drilling and pouring deep foundation pit retaining structure | |
| Shifflett et al. | Rough River Dam Safety Modification Project Evolution |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20170905 |