CN111519605A - High-water-head dynamic-water-condition deep covering layer permanent curtain control grouting construction method - Google Patents
High-water-head dynamic-water-condition deep covering layer permanent curtain control grouting construction method Download PDFInfo
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- CN111519605A CN111519605A CN202010367564.4A CN202010367564A CN111519605A CN 111519605 A CN111519605 A CN 111519605A CN 202010367564 A CN202010367564 A CN 202010367564A CN 111519605 A CN111519605 A CN 111519605A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/02—Surface sealing or packing
- E21B33/03—Well heads; Setting-up thereof
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B34/00—Valve arrangements for boreholes or wells
- E21B34/02—Valve arrangements for boreholes or wells in well heads
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/20—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes
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- Mining & Mineral Resources (AREA)
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- Environmental & Geological Engineering (AREA)
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- Geochemistry & Mineralogy (AREA)
- Fluid Mechanics (AREA)
- Physics & Mathematics (AREA)
- Structural Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Soil Sciences (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The application discloses a high-water-head dynamic-water-condition deep covering layer permanent curtain control grouting construction method, which comprises the following steps of: drilling a covering layer: forming a working hole at a position needing grouting; in the process, different wall protection slurries are selected according to the depth of the drilled hole and the water burst condition for wall protection and water burst and sand burst prevention; arranging a sleeve valve pipe and a pouring sleeve shell material: arranging a valve sleeve below the operating hole and filling a sleeve shell material to form a structure of the valve sleeve, the sleeve shell material and the hole wall; opening the ring: filling ring-opening liquid into the sleeve valve pipe at a preset ring-opening pressure so that the ring-opening liquid enters the covering layer; homogenizing the irrigated stratum: injecting the homogenizing liquid at a preset homogenizing pressure to open a leakage channel around the grouting hole, so as to realize the homogenization of the stratum to be injected; grouting: and grouting the homogenized stratum to form a curtain. Different retaining wall slurries are switched, sleeve valve pipe grouting under the condition of high-water-head flowing water is achieved, and the problems that precise grouting cannot be conducted on a specific section by an orifice sealing method, deep holes are prone to deflection sweeping and the efficiency is low are solved.
Description
Technical Field
The application relates to a covering layer curtain grouting construction method, in particular to a high-water-head water-flowing condition deep covering layer permanent curtain grouting control construction method.
Background
Grouting of an overlay layer (overburden grounting) refers to an engineering measure for improving the physical and mechanical properties of an overlay layer by pressing a cementitious slurry into pores or voids in the overlay layer using mechanical pressure or the weight of the slurry. Curtain grouting (grouting) is used for grouting slurry into holes or cavities of a covering layer to form a continuous water-blocking curtain so as to reduce the leakage of the foundation of the covering layer or reduce the osmotic pressure.
According to the technical specification of hydropower hydraulic engineering covering layer grouting (DLT5267-2012), a valve sleeve method or an orifice closing method is preferably adopted in curtain grouting construction. In terms of the current covering layer project, the covering layer grouting is mostly implemented at the top of the dam to avoid the risk of water gushing and sand gushing, and a pneumatic down-the-hole drilling technology can be adopted, so that the efficiency is very high. However, the above methods are not suitable for the permanent curtain control grouting of a deep covering layer under the condition of high head flowing water; for example, the filtration dam foundation reinforcement curtain grouting is carried out, because the filtration hydropower station stores water, the elevation of the dam crest is 1385m, the elevation of the normal water storage is about 1375m, and the seepage-proofing body structure of the dam body comprises a gallery, the separation between the seepage-proofing body of the dam body and the seepage-proofing body of the dam foundation is caused; the deepest part of the covering layer is about 1156m, if the covering layer needs to be drilled and grouted about 230m when the dam is implemented from the top of the dam, the requirement cannot be met by the current technical capability. Therefore, the filling is carried out in the grouting gallery as the only feasible scheme, but the height of the bottom plate of the grouting gallery is 1311m, and the borne water head is 60-70m, so that the prevention of water burst and sand gushing becomes the key of the safe operation of the dam.
The above construction conditions are summarized as "in a narrow space, under a high water head, running water conditions, a deep covering layer, a permanent curtain, controlled grouting", and the sleeve valve method cannot be used at all for the following reasons: the conventional method for installing the valve casing pipe after drilling the pneumatic down-the-hole casing pipe has no implementation condition at all. Because the lower part of the cover plate with the thickness of 4m of the corridor is the covering layer, once the cover plate is penetrated by the pneumatic drilling hole, the wind used for drilling the hole meets the water-saturated stratum in the hole, and a large amount of gushing water and sand occur inevitably to threaten the safety of the dam. In addition, the equipment size used for combining the 146mm heel tube-89 mm sleeve valve is large, the space in the gallery is narrow, and the implementation cannot be realized. Therefore, in this case, only an orifice sealing method can be adopted, and in fact, the 3-time orifice sealing method is adopted for the reinforcement curtain grouting of the filter dam foundation, so that the effect is not ideal; for this reason, the orifice closing method of the closest prior art has the following technical problems when used under such conditions: firstly, the orifice sealing method is full-hole compression, and accurate grouting cannot be performed for a specific section, so that the effect is poor; secondly, the repeated drilling and sweeping work amount is too large, especially for the deep hole section with the depth of more than 100m, the sweeping deviation is often caused because the water stone in the original hole is more complete than the stratum of the hole wall, and the drilling efficiency is greatly influenced.
In summary, new construction schemes need to be proposed for permanent curtain control grouting of deep overburden layers in a filtration hydropower station and similar high-head flowing water conditions.
Disclosure of Invention
In view of the above-mentioned drawbacks or deficiencies of the prior art, it would be desirable to provide a high head hydrodynamic condition deep blanket permanent curtain grouting control construction method.
The application provides a high-water head dynamic water condition deep covering layer permanent curtain control grouting construction method, which comprises the following steps:
drilling a covering layer: drilling at the position needing grouting by a drilling machine to form an operation hole; selecting different wall protection slurries for wall protection and preventing water and sand gushing according to the drilling depth and the water gushing condition in the drilling process;
arranging a sleeve valve pipe and a pouring sleeve shell material: arranging a sleeve valve pipe below the operation hole and pouring a sleeve shell material, and forming a structure of the sleeve valve pipe, the sleeve shell material and the hole wall along the axial direction of the operation hole;
opening the ring: after the casing material is condensed, pouring ring opening liquid into the casing valve pipe at a preset ring opening pressure, so that the ring opening liquid breaks through the grout stop ring from the grout outlet of the casing valve pipe, breaks through the casing material and enters the covering layer;
homogenizing the irrigated stratum: injecting the homogenizing liquid into the slurry outlet hole with the opened ring at a preset homogenizing pressure for 60-120min to open a leakage channel around the slurry inlet hole, so as to realize the homogenization of the stratum to be injected;
grouting: and grouting the homogenized stratum to form a curtain.
Preferably, the switching between the various types of retaining wall slurries is continuous without tripping.
Preferably, selecting the retaining wall slurry according to the depth of the borehole comprises:
when the drilling depth is smaller than the preset depth, selecting clean water as the wall protection slurry;
when the drilling depth is larger than the preset depth, weighting slurry, weighting fiber slurry or 3d low-strength grouting material with the strength of 2-5MPa is selected as the retaining wall slurry; the heavy fiber slurry is a slurry obtained by adding polypropylene fibers or polyester fibers to heavy slurry.
Preferably, selecting the retaining wall slurry according to the gush condition comprises:
if the amount of the repulped heavy-weight slurry is reduced by 10-30 percent or the specific gravity of the repulped heavy-weight slurry is reduced by 20-30 percent, the heavy-weight fiber slurry is used as the retaining wall slurry; when the mud returning amount of the weighted fiber mud is kept within 5 percent of the stable value, the weighted mud is changed back to be used as the retaining wall slurry;
if the mud returning amount of the weighted mud is reduced by more than 30 percent, or the mud returning amount of the fiber weighted mud is reduced by 10 to 30 percent, or the mud returning proportion of the fiber weighted mud is reduced by 20 to 30 percent, a 3d low-strength grouting material with the strength of 2 to 5MPa is used as the retaining wall slurry; and when the amount of the returned slurry is kept within 5 percent of the stable value, the weighted slurry or the weighted fiber slurry is changed back to be used as the retaining wall slurry.
Preferably, in the step of arranging a sleeve valve pipe and pouring sleeve casing materials below, the pouring sleeve casing materials start from the step of drilling the covering layer and before the drilling is finished, wall protection slurry is switched into casing materials, so that the whole hole is filled with the casing materials, and the casing materials are supplemented at any time in the drilling process; and arranging a sleeve valve pipe below the operating hole filled with the sleeve shell material after the drill is pulled out.
Preferably, the homogenization pressure P is presetHomogenizationThe following two formulas are satisfied simultaneously:
Phomogenization≥1.5*PWater head+PResistance device-PStill water(formula one);
Phomogenization≥PWater head+1MPa+PResistance device-PStill water(formula two);
wherein P isWater headThe water head pressure born by the current irrigation hole section; pResistance deviceThe pressure required for the homogenization liquid to pass through the wall of the sleeve valve after ring opening; pStill waterThe hydrostatic pressure in the hole at the current position of the filled hole section.
Preferably, if the actual grouting pressure does not reach the preset homogenization pressure or the flow rate reaches the limit value of a grouting pump in the grouting stratum homogenization step, double-liquid slurry or sulphoaluminate cement-based underwater undispersed paste slurry with the final setting time of 20-60 min is adopted for grouting in the grouting step.
Preferably, if the flow rate of the homogenization liquid is greater than the preset flow rate under the preset homogenization pressure in the homogenization step of the stratum to be grouted, the portland cement-based underwater undispersed paste slurry is adopted for grouting in the grouting step.
Preferably, if the flow rate of the homogenization liquid is less than the preset flow rate under the preset homogenization pressure in the homogenization step of the stratum to be grouted, chemical grout is adopted for grouting in the grouting step.
Preferably, the working holes comprise I-order holes and II-order holes; the I-order holes and the II-order holes are alternately arranged and arranged in a row; in the construction process of the II-order hole, the grouting step is directly carried out after the ring opening step, and the homogenization step of the grouted stratum is not carried out.
Preferably, in the step of grouting the second-order hole, slow setting chemical grout is grouted firstly; if grouting pressure is suddenly reduced or flow is suddenly increased in the grouting process, quickly-setting chemical slurry is poured; if the grouting pressure is suddenly reduced or the flow is suddenly increased again in the grouting process, the cement-based grouting material is poured; when the poured cement-based grouting material is close to the end standard, the slow-setting chemical grout or the quick-setting chemical grout is changed back, and the pouring is finished.
The application has the advantages and positive effects that: firstly, in the drilling process, different wall protection slurries are selected according to the drilling depth and the water burst condition to protect the wall and prevent water burst and sand burst, so that a feasible condition is provided for arranging the sleeve valve pipe; then, the problems that an orifice sealing method cannot aim at accurate grouting of a specific section and deep holes are easy to sweep and deflect are solved through casing valve pipe grouting, and the method can be used repeatedly; finally, adding a step of homogenizing the stratum to be grouted between the conventional steps of ring opening and grouting of the sleeve valve pipe grouting, and grouting the homogenizing liquid into the grout outlet hole after ring opening for 60-120min at a preset homogenizing pressure so as to open a grouting channel around the grouting hole and realize homogenizing the stratum to be grouted, so that the construction method can be suitable for various complex geological conditions; for the project of the Luding which is extremely inhomogeneous in geology and difficult in geological condition survey accuracy due to the fact that grouting is carried out in the early stage and natural reasons, the homogenization step of the grouted stratum has more obvious advantages.
In addition to the technical problems addressed by the present application, the technical features constituting the technical solutions, and the advantages brought by the technical features of the technical solutions described above, other technical problems solved by the present application, other technical features included in the technical solutions, and advantages brought by the technical features will be described in further detail below.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
FIG. 1 is a flow chart of a construction method of permanent curtain controlled grouting for a deep covering layer under high head hydrodynamic conditions according to an embodiment of the present application;
FIG. 2 is a schematic perspective view of an orifice closing device used in a construction method of permanent curtain controlled grouting for a deep covering layer under high head hydrodynamic conditions according to an embodiment of the present disclosure;
fig. 3 is a schematic cross-sectional view of an orifice closing device used in a construction method of permanent curtain control grouting for a deep covering layer under high head hydrodynamic conditions according to an embodiment of the present application.
In the figure: 1. a plate valve; 2. a drilling tool closure device; 3. a drill rod sealing device; 4. rubber balls; 5. and (4) a slurry return pipe.
Detailed Description
The present application will be described in further detail with reference to examples. It is to be understood that the specific embodiments described herein are merely illustrative of the relevant invention and not restrictive of the invention. It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict.
The embodiment provides a construction method for controlling grouting by a permanent curtain of a deep covering layer under the condition of high water head and dynamic water, the flow is shown in figure 1, and the construction method comprises the following steps of drilling the covering layer, arranging a sleeve valve pipe and a perfusion sleeve shell material below the covering layer, opening a ring, homogenizing a filled stratum and grouting.
1. Drilling a covering layer: drilling at the position needing grouting by a drilling machine to form an operation hole; and in the drilling process, different wall protection slurries are selected according to the drilling depth and the water burst condition to protect the wall and prevent water burst and sand burst.
The method comprises the following specific steps:
1.1 preparation
Determining hole positions;
the drilling machine is in place, due to the fact that drilling holes are deep, in order to prevent drilling shaking from generating hole inclination, the drilling machine is fixed on a concrete cover plate through a ground anchor, after water and electricity are connected, the drilling machine is debugged, drilling is prepared, a horizontal ruler and a geological compass are used for measuring a drilling machine base and a vertical machine drill rod before drilling, and the fact that the drilling direction is vertical is guaranteed.
1.2 gallery floor boring
1.2.1 insert casting orifice tube
By using
The diamond drilling tool drills the gallery bottom plate to 2m depth;
insert casting
And the orifice tube is to be coagulated.
1.2.2 mounting Orifice closure
The orifice closure arrangement is shown in figures 2 and 3 and comprises a plate valve 1, a tool closure 2 and a drill rod closure 3. The drilling tool sealing device 2 is integrally cylindrical and is detachably connected above the round opening of the plate valve 1; the drill rod sealing device 3 is integrally cylindrical and is detachably connected above the drilling tool sealing device 2. The axes of the round opening of the plate valve 1, the drilling tool sealing device 2 and the drill rod sealing device 3 are superposed. The inner walls of the drilling tool sealing device 2 and the drill rod sealing device 3 are detachably connected with columnar rubber balls 4 with annular sections, and the inner walls of the rubber balls 4 are respectively used for sealing with a drilling tool and a drill rod. And a slurry return pipe 5 is arranged on the side wall of the drill rod sealing device 3, and the slurry return pipe 5 is connected below the rubber ball 4 in the drill rod sealing device 3.
The orifice sealing device is mainly used for drilling, the problem that the drilled hole can rotate in the orifice sealing device must be solved, meanwhile, the sealing effect of the orifice sealing device cannot be influenced, and a round cover type cover head is adopted in design, so that the acting force of the round cover type cover head on a rubber ball is uniform, and the better sealing effect is achieved. The rubber ball material is modified polyurethane made in a metal mode, the abrasion resistance of the rubber ball material is 5-8 times that of common rubber, meanwhile, a proper amount of cooling oil can be introduced into a gap between the drill rod and the sealing device cover head in the drilling process, or a small strand of clear water is added to be aligned with the gap between the drill rod and the sealing device cover head for cooling, so that the rubber ball is prevented from being abraded due to temperature rise, and the sealing effect is further influenced.
The working principle of the orifice closing device is as follows:
1. when the device is set as follows: the method comprises the steps of firstly keeping a lower plate valve in a closed state, installing a drilling tool sealing device, temporarily not installing rubber balls in a drilling rod sealing device, opening the plate valve after a drilling tool enters the drilling tool sealing device, enabling the drilling tool to enter a hole through the plate valve, installing the rubber balls in the drilling rod sealing device and compressing and fixing the upper part when the drilling tool completely passes through the drilling tool sealing device and does not completely pass through the drilling tool sealing device, then setting the drilling rod to the required depth, and finishing the setting process.
2. When pulling up: the method comprises the steps of firstly pulling out the drill rod, after the drill rod completely passes through the drilling tool sealing device, detaching a pressing device at the top of the drilling tool sealing device, taking out rubber balls in the drilling tool sealing device, then pulling out the drilling tool, after the drilling tool completely passes through the plate valve and does not completely pass through the drilling tool sealing device, closing the plate valve, completely pulling out the drilling tool, and finishing the pulling-out process.
3. When drilling, the drilling process comprises the following steps: the drill rod is sealed by the drill rod sealing device, so that water gushing and sand gushing in the hole cannot occur, and after the heavy mud plays a role, the drilling process operation is carried out through slurry inlet in the drill rod and slurry return of a slurry outlet pipe between the drill rod sealing device and the drilling tool sealing device.
The method for installing the orifice closing device comprises the following steps: firstly, mounting a base (with a plate valve) on an orifice pipe; a drilling tool sealing device is arranged on the base (with a plate valve); drilling a tool; installing a drill rod sealing device on the drilling tool sealing device; a drill rod is lowered; the closed structure is tamped with a bolt.
1.2.3 gallery floor boring
By using
The drilling tool drills through the gallery floor.
1.3 overburden drilling
1.3.1 overburden drilling (depth preset above)
Drilling with clean water, use
Drilling tool, drilling processWhen the special conditions of hole collapse, water loss and water burst are met, the wall is fixed by adopting cement paste, at the moment, the influence of the depth of the hole on the cement paste is increased, and the function of pressing a water head cannot be exerted. Aiming at hole collapse, arranging a grout injection pipe below a hole section needing grouting, returning grout by thick grout, and pressing by grouting pressure of 1-2 MPa; the grouting plug can be blocked to the maximum depth capable of being blocked according to the conditions of water burst and water loss, then a certain amount of grout is retained for coagulation, and hole sweeping is implemented according to the strength condition of the cement stones to be coagulated. The preset depth is a parameter determined according to factors such as geological conditions, density of the weighted mud and the like, and the weighted mud is usually taken to suppress the minimum depth of water burst and sand burst of a drilling hole; in this embodiment, the preset depth is 40m, and in other embodiments, the preset depth may be other depths, such as 35-50 m.
1.3.2 overburden drilling (below a predetermined depth)
And drilling by adopting weighted slurry, weighted fiber slurry or low-strength grouting material as retaining wall slurry. The heavy fiber slurry is a slurry obtained by adding polypropylene fibers or polyester fibers to heavy slurry. The raw materials and the proportion of the weighted mud are preferably as follows: 110-130 parts of bentonite, 3000-3500 parts of barite and 30-40 parts of vegetable gum, and the specific gravity is about 1.8. The raw materials and the proportion of the weighted fiber slurry are preferably as follows: 110-130 parts of bentonite, 3240-3260 parts of barite, 30-40 parts of vegetable gum and 8-12 parts of polypropylene fiber, or 110-130 parts of bentonite, 3000 parts of barite, 3500 parts of vegetable gum and 15-25 parts of polyester fiber. The low-strength grouting material is low-strength cement slurry, the initial setting time is preferably 60-150 min, the 3d strength is 1-5 MPa, and the raw materials and the proportion are preferably 85-125 parts of sulphoaluminate cement; 5-20 parts of sodium bentonite; 0.04-0.20 part of lithium carbonate; 90-110 parts of water.
In the step, the wall protection slurry is selected according to the water burst condition and is continuously switched; through the thick liquid transform with storing up the thick liquid in the dressing trough, then through the pump, through defeated thick liquid pipe, the drilling rod entering is downthehole to be switched, and the selection of thick liquid and the principle of switching are as follows:
firstly, water exists in the drilled hole but is in a seepage state, the water inflow is very small, and a conventional weighted mud system is adopted for protecting the wall; the barite powder plays a role in weight, and the suspension performance of the plant gum can be improved;
secondly, when a hole section is drilled, if the water inflow amount is larger, polypropylene fibers and/or polyester fibers (called as weighted fiber mud) are added on the basis of a weighted mud system, fiber components in the polypropylene fibers and/or polyester fibers can fill medium or medium large holes possibly existing in the hole section to a certain extent, so that a relatively uniform seepage field is formed around the drilled hole, the stability of the drilled hole is maintained, and the loss of the weighted mud is reduced;
thirdly, when the drilling is carried out to a certain hole section, if the water inflow is suddenly increased and the mud density is obviously accelerated, the hole slurry inlet pipe is switched to low-strength grouting material from the mud for circulating grouting, so that the low-strength grouting material and the fiber components in the weighting fiber mud existing in the original hole are naturally combined to form new low-strength fiber slurry, the filling and consolidation effects can be effectively carried out on a large leakage hole section, and the stability of the hole wall is ensured. Meanwhile, the material has low strength and large brittleness, so that the influence on future casing valve pipe grouting is small. The use of low strength grouting materials also has the effect of being easily handled in the event of an accident.
When the slurry return amount and the slurry return state at the low-strength quick-setting type slurry return pipe are basically stable, which indicates that the plugging of the water leakage part has a better effect, the replenishing circulation can be switched back to the conventional weighted slurry system or the weighted fiber slurry system for 5-10min, and the drilling is continued downwards.
The greatest advantage of this switch is that no tripping is required, which is extremely important for the efficiency of 150m overburden drill grouting in a corridor.
Specifically, the continuous switching mainly includes the following switching logics:
a first switching logic:
adding the weighted mud, continuously drilling and monitoring the mud return amount and the mud return specific gravity of the weighted mud;
when the amount of the returned slurry of the weighted slurry is reduced by 10-30% or the specific gravity of the returned slurry is reduced by 20-30%, the weighted slurry is switched into weighted fiber slurry; continuously drilling and monitoring the pulp return amount and the pulp return specific gravity of the weighted fiber mud;
and if the amount of the slurry return is stable, continuously drilling to the preset hole depth.
Second switching logic:
adding the weighted mud, continuously drilling and monitoring the mud return amount and the mud return specific gravity of the weighted mud;
when the amount of the returned slurry of the weighted slurry is reduced by 10-30% or the specific gravity of the returned slurry is reduced by 20-30%, the weighted slurry is switched into weighted fiber slurry; continuously drilling and monitoring the pulp return amount and the pulp return specific gravity of the weighted fiber mud;
when the amount of the returned slurry of the weighted fiber slurry is reduced by 10-30% or the specific gravity of the returned slurry is reduced by 20-30%, the weighted fiber slurry is switched into a low-strength grouting material; continuously drilling and monitoring the slurry return amount and the slurry return specific gravity of the low-strength grouting material;
when the amount of the low-strength grouting material is maintained within 5% of the stable value, switching the low-strength grouting material to the weighted fiber slurry; and continuously drilling to a preset hole depth.
Third switching logic:
adding the weighted mud, continuously drilling and monitoring the mud return amount and the mud return specific gravity of the weighted mud;
when the amount of the returned slurry of the weighted slurry is reduced by 10-30% or the specific gravity of the returned slurry is reduced by 20-30%, the weighted slurry is switched into weighted fiber slurry; continuously drilling and monitoring the pulp return amount and the pulp return specific gravity of the weighted fiber mud;
when the amount of the returned slurry of the weighted fiber slurry is reduced by 10-30% or the specific gravity of the returned slurry is reduced by 20-30%, the weighted fiber slurry is switched into a low-strength grouting material; continuously drilling and monitoring the slurry return amount and the slurry return specific gravity of the low-strength grouting material;
switching the low-strength grouting material to the weighted slurry when the amount of the grouted-back of the low-strength grouting material is maintained within 5% of the stable value; and continuously drilling to a preset hole depth.
Fourth switching logic:
adding the weighted mud, continuously drilling and monitoring the mud return amount and the mud return specific gravity of the weighted mud;
when the mud returning amount of the weighted mud is reduced by more than 30 percent or the mud returning proportion is reduced by more than 30 percent; switching the weighted slurry into a low-strength grouting material; continuously drilling and monitoring the slurry return amount and the slurry return specific gravity of the low-strength grouting material;
and when the mud returning amount of the low-strength grouting material is kept within 5 percent of the stable value, switching the low-strength grouting material into the weighted mud, and continuously drilling to the preset hole depth.
The method is initiated by the application, the low-strength grouting material is adopted as the retaining wall slurry around the stratum with large leakage loss, the low-strength grouting material is adopted as the retaining wall slurry, drilling is prevented from gushing water and sand, more importantly, the low-strength grouting material is also used as an outer-layer casing material, and therefore feasible conditions are created for installing and installing a valve pipe in an operation hole under the condition of high water head running water, and the casing material is prevented from being washed away by the passive water due to the lack of the protection of a follow pipe. The low-strength grouting material used as the retaining wall grout requires the strength of about 2-5MPa, preferably 2.5-4MPa for 3d, so that the grouting liquid can enter the stratum in the grouting step after ring opening.
2. Lower-arranged sleeve valve pipe and pouring sleeve shell material
And arranging a sleeve valve pipe and filling a sleeve shell material into the working hole, and forming the structure of the sleeve valve pipe, the sleeve shell material and the hole wall from the axis of the working hole to the outside along the radial direction. In this embodiment, the sleeve valve pipe is a national standard geological pipe (wall thickness 4.5mm) with phi 73mm, because the hole depth is deeper, the sleeve valve pipe should be arranged under the sections, the sections are connected by a connecting hand, a grout stopping ring is arranged at intervals along the axial direction of the steel pipe, each grout stopping ring is provided with a certain number of grout outlet holes with phi 16 mm. The outside of the slurry outlet hole is tightly sleeved by a rubber hoop with good elasticity, and the bottom of the sleeve valve pipe is sealed. The casing material is low-strength cement slurry, and preferably the material with initial setting time of 6-24h and strength below 1 MPa; the raw materials and the proportion are preferably 40 to 70 portions of sulphoaluminate cement, 25 to 100 portions of sodium bentonite, 0.02 to 0.10 portion of lithium carbonate and 100 portions of water.
In the step, the preferable pouring of the casing material is firstly carried out, and then the valve casing pipe is arranged. Specifically, the casing material is poured from the step of drilling the covering layer, and before the drill is started after the drilling step is finished, the wall protection slurry is switched to casing material, so that the casing material is fully poured into the whole hole, and the casing material is supplemented at any time in the process of the drill starting; and arranging a sleeve valve pipe below the operation hole filled with the sleeve shell material after the drill pulling is finished, and finally, forming the structure of the sleeve valve pipe, the sleeve shell material and the hole wall from the axis of the operation hole along the radial direction. Compared with the traditional method that sleeve valve pipes are firstly put in and sleeve shell materials are poured into the sleeve valve pipes close to the bottom end, the operation of switching the sleeve shell materials after drilling is more convenient, and the process of pouring the sleeve shell materials by plugging is reduced. In other embodiments of the present application, the casing material may be poured from a position close to the bottom end of the casing valve tube, and the casing material enters between the casing valve tube and the hole wall of the operation hole to eject the retaining wall slurry until the casing material overflows from the hole opening.
3. Open loop
3.1 fixed section length, block plug
In most projects, the distance between the stop-grouting rings of the valve casing is 30-35cm at most, and each ring is generally 4 holes, namely 3 rings per meter and 3 holes per ring. The segment length is 1-2m, and the length of the Luding item is 70-120cm, i.e. 2-3 rings. After the section length is determined, the plug can be blocked in the sleeve valve pipe.
3.2 opening of the Ring
From the engineering practice, the ring opening pressure is 3-6 MPa. The operation step of the ring opening is to inject the ring opening liquid between the double plugs (or below the single plug) and pressurize to 3-6MPa, so that the ring opening liquid firstly breaks through the grout stop ring on the sleeve valve pipe and then breaks through the sleeve shell material and enters the original stratum. At this point, the pressure drops rapidly. The ring-opening liquid is preferably water, and a low-concentration grouting material can also be selected.
4. Homogenization of irrigated formation
After opening the ring, at a preset homogenization pressure PHomogenizationAnd (4) injecting the homogenizing liquid into the slurry outlet hole after the ring opening for 60-120min to open a leakage channel around the slurry injection hole, so as to realize the homogenization of the stratum subjected to the injection. Preset homogenization pressure PHomogenizationThe magnitude of (gauge pressure of the orifice pressure gauge) is related to geological conditions, and the following two formulas are generally satisfied at the same time:
Phomogenization≥1.5*PWater head+PResistance device-PStill water(formula one);
Phomogenization≥PWater head+1MPa+PResistance device-PStill water(formula two).
Wherein:
Pwater headFor water borne by the current section of the boreA head pressure; pWater headElevation of dam reservoir (m) -elevation of irrigation hole segment (m)]/100；
PResistance deviceThe minimum pressure required for the homogenizing liquid to pass through the wall of the sleeve valve pipe after the ring is opened, namely the minimum pressure required for the homogenizing liquid to just break through the sleeve valve pipe and enter the stratum after the ring is opened, and the gauge pressure of an orifice pressure gauge at the moment is taken; the homogenizing liquid extrudes the rubber hoop at the pulp outlet, and the homogenizing liquid flows through the resistance between the rubber hoop and the outer wall of the sleeve valve pipe body; through field tests, PResistance deviceUnder 0.2MPa to 0.5 MPa;
Pstill waterThe hydrostatic pressure in the hole at the current position of the filled hole section; pHydrostatic pressureElevation of orifice (m) -elevation of irrigation section (m)]/100。
The preset homogenization pressure is required to reach the critical pressure to open the leakage passage and homogenize the stratum without damaging the stratum structure excessively to result in failure of grouting control. Although this application is not directed to PHomogenizationThe upper limit is explicitly defined, but one skilled in the art will appreciate that P isHomogenizationThe maximum value is based on the premise of ensuring the operation safety of the dam, and generally needs to float within the range of 1MPa above the lower limit value. The homogenizing liquid is preferably water, and a low-concentration grouting material can be selected.
The step has great significance for projects with complex geological conditions and difficult exploration, such as filtration dam foundation reinforcement curtain grouting, operation holes are located in the range of impervious walls and under-wall curtains and are greatly influenced by mud and cement paste, the geological conditions are greatly different from the original conditions, and the projects are basically in an unclear state. However, the existing specification has no clear inspection method, the irrigation is not good, and no method is available for inspection. Such engineering is likely to occur where the borehole is just a low permeability formation around the perimeter of the formation, but there are large leak paths outside the formation. In this case, if grouting is performed by a conventional grouting method, two adverse consequences may be caused: 1. grouting materials can reach the grouting end standard before being poured into a leakage channel with higher permeability coefficient to end grouting, and water on the upstream of the dam flows to the downstream of the dam through the leakage channel after long-term operation, so that water gushing and sand gushing are caused on the downstream; 2. may cause in-situ irrigationIn the grouting process, the stratum is suddenly split, grouting is out of control, grouting materials are wasted, and engineering quality is difficult to guarantee. Under the condition, the critical pressure (namely the corresponding pressure when the irrigation coefficient Q/P is suddenly changed, namely the corresponding pressure when the irrigation flow-irrigation pressure curve is nonlinearly increased) exists near the water head pressure of the irrigated stratum, and the leakage channel exists, the leakage channel can be opened through the irrigated stratum homogenizing step, the stratum is homogenized, and meanwhile, a basis is provided for selection of grouting materials in the later grouting step, so that the operation safety of the dam can be ensured, and grouting loss control can be avoided. If no formation fracture occurs during the formation homogenization step, the critical pressure is higher than PHomogenizationThe stratum is compact, the dam safety is basically guaranteed, and splitting is not needed. It will be appreciated that the irrigated formation homogenization step serves to examine the formation first; if the stratum has a leakage channel, the stratum can be split during the inspection, so that the aim of homogenizing the stratum is fulfilled, and the engineering quality is ensured.
The formation homogenization step by irrigation does not only serve to homogenize the formation. In the construction of blanket curtain grouting, the working holes should be generally 3 rows. However, only 1 row can be filled under certain conditions. For example, the filtration dam foundation reinforcement curtain grouting is divided into three rows of holes, two rows of holes in the impervious wall and one row of holes at the downstream. From the implementation situation, because two rows of holes in the wall are implemented in the embedded pipes, the verticality of the embedded pipes is often poor, drilling of a large number of the embedded pipes is difficult, two rows of holes in the wall can only be grouted below the wall (1200m), and the embedded pipes do not work for 111m between the walls (1200 + 1311). Therefore, in practice, this type of engineering is completely dependent on drilling only one row, i.e. a newly laid row of working holes on the downstream side of the diaphragm wall. In this case, where there is only one row of working holes, the conventional grouting method has a low curtain thickness, far from the permanent curtain thickness standard. Under the condition, the stratum is split in the step of homogenizing the filled stratum, a channel is opened, the range which can be reached by the grouting material is enlarged, the thickness of the curtain is increased, and the thickness of the curtain reaches the thickness which can be reached by three rows of conventional holes.
When water is selected as the ring-opening liquid and the homogenizing liquid, the stratum subjected to the irrigation homogenizing step is subjected to water injection continuously after ring opening, the pressure of more than 3MPa is kept, and the time lasts for 60-120min or even longer. If the pressure of water can be kept above 3MPa after 60-120min and the flow is not large, the filled stratum around the grouting section is quite compact, and the grouting section is relieved when running for a long time; on the contrary, if the high pressure water is split, the channel opened by the high pressure water is the weakest part at the periphery of the grouting section, the rapid homogenization of the grouted stratum can be realized, and the grouting effect and efficiency are greatly improved.
In addition, the homogenization step of the filled stratum can be the basis for the selection of the grouting material, and the operation is very simple and feasible.
The formation homogenization time is directly related to the thickness of the grouting curtain, the longer the time is, the higher the formation compactness is, and the more guaranteed the operation safety is, therefore, the scheme realizes the inspection of the overall grouting effect and has better connection with the actual operation of the engineering.
5. Grouting agent
And grouting the homogenized stratum to form a curtain.
Preferably, in this step, the grouting material is selected according to the implementation of the homogenization step of the formation to be grouted. The specific selection mode is as follows:
and if the actual grouting pressure does not reach the preset homogenization pressure or the flow reaches the limit value of a grouting pump in the grouting stratum homogenization step, adopting double-liquid slurry or sulphoaluminate cement-based underwater undispersed paste slurry with final setting time of 20-60 min to perform grouting in the grouting step. The double-fluid slurry, namely cement-water glass double-fluid slurry, is preferably prepared by mixing 0.5:1 common cement slurry with about 15 percent (volume ratio) of water glass by a mixer and then pouring. The sulphoaluminate cement-based underwater undispersed paste slurry is prepared by adding an additive into a composite grouting material which is prepared by adding the additive into a sulphoaluminate cement which is used as a base material, the additive is prepared by adding the additive into the sulphoaluminate cement which is used as the base material, the additive is boric acid, lithium carbonate, polyacrylamide, cellulose ether and other main additives, the quick-setting impact-resistant index is determined according to geological conditions and other relevant factors, and then the corresponding sulphoaluminate cement-based underwater undispersed paste slurry is prepared according to the index; in the embodiment, the maximum flow velocity of the dynamic water of the paste slurry is not dispersed under the sulphoaluminate cement-based water, the final setting time is 20-60 min, and the 3d compressive strength is more than 7 MPa.
If the flow rate of the homogenizing liquid is larger than the preset flow rate under the preset homogenizing pressure in the homogenizing step of the stratum to be grouted, the portland cement-based underwater undispersed paste slurry is adopted for grouting in the grouting step. The Portland cement-based underwater undispersed paste adopts 0.5:1 common cement slurry to participate in certain additives, so that the slurry achieves the underwater undispersed and water-flushing resistance, and the diffusivity is about 12-15 cm; preferably, the maximum flow velocity of the dynamic water is 0.5m/s, the initial setting time is not more than 12h, the final setting time is not more than 18h, and the compressive strengths of 3d and 28d respectively reach more than 5MPa and 10 MPa. The preset flow rate is usually not more than 80L/min as the case may be, and is not particularly limited herein.
If the flow rate of the homogenization solution is less than the preset flow rate under the preset homogenization pressure in the homogenization step of the formation to be grouted, chemical grout is adopted for grouting in the grouting step, and the environment-friendly chemical grouting material with low viscosity, high permeability and high durability, such as environment-friendly acrylate grouting material, and can also be silica sol grouting material, is preferred.
In the existing practice of covering layer curtain grouting engineering, stratum splitting is required to be avoided so that grouting range and speed are not controlled, and usually, cement-based slurry is used for stabilizing pressure for 30min to block a larger leakage channel; in this embodiment, the formation is split by a formation homogenization step to increase the thickness of the curtain to improve its durability; meanwhile, the step of homogenizing the stratum to be grouted can play a role in surveying the stratum, grouting materials are selected according to the implementation situation of the step of homogenizing the stratum to be grouted, and compared with the conventional grouting method of firstly diluting and then concentrating, the grouting method can avoid grouting loss control caused by the fact that slurry is spread too far or the speed is too fast due to stratum splitting, and grouting control is achieved.
This application sleeve valve pipe can be in milk repeatedly, and the arbitrary time problem after the engineering can all be through the sleeve valve pipe, adopts the induction method to carry out the reinforcement, can handle the very first time after the operation monitoring data discovery is unusual, and is very favorable to the whole long-term, safe, the steady operation of dam.
When only one row of drilled holes is available as the working hole, it is preferable that the I-order holes and the II-order holes are alternately arranged. According to the method for the construction of the I-order hole, in the construction process of the II-order hole, the grouting step is directly carried out after the ring opening step, and the homogenization step of the grouted stratum is not carried out.
Preferably, in the step of grouting the second-order hole, slow setting chemical grout is grouted firstly; if grouting pressure is suddenly reduced or flow is suddenly increased in the grouting process, quickly-setting chemical slurry is poured; if the grouting pressure is suddenly reduced or the flow is suddenly increased again in the grouting process, the cement-based grouting material is poured; when the poured cement-based grouting material is close to the end standard, the slow-setting chemical grout or the quick-setting chemical grout is changed back, and the pouring is finished. Wherein the viscosity of the quick-setting chemical slurry is not more than 30mPa & s; setting time is 5-15 min; the viscosity of the slow-setting chemical slurry is not more than 30mPa & s, and the setting time is 20-40 min.
The existing II-order hole is filled in the same way as the I-order hole in a ring-opening mode, directly filled with a cement-based material after ring opening, and then gradually changed to the designed pressure and filled to the end standard, and the defect is that if some tiny leakage channels in the stratum cannot enter by adopting the cement-based slurry, the hole wall is directly blocked by adopting the cement-based slurry, even if the subsequent chemical grouting effect is not good. In this embodiment, the reverse grouting of the hole of the sequence II, that is, after the ring opening of the hole of the sequence II is performed by using clear water, if water enters stably, the chemical grout is firstly grouted, the grout is slowly grouted, the high pressure is not lower than 3MPa, the gelling time is more than 30min, the grouting time is more than 30min, if the grout suddenly changes, the quick-setting chemical grout is replaced, and when the quick-setting chemical grout cannot be solved, the cement-based material is grouted, so as to form the reverse gradient; when the cement-based material is close to the standard (3L/min), the chemical slurry is changed back to the slow slurry, and the grouting is finished, and if necessary, the grouting is finished by the fast slurry. The reason for this is that the stratum is homogenized to a certain extent after the I-order hole induction grouting is finished, the II-order hole is reinforced on the basis of the I-order hole, but large leakage slurry still exists in an extremely individual hole section, and the overall effect is improved by adopting a method of alternately and repeatedly using chemical slurry and cement slurry. The reverse grouting is to preferentially adopt chemical grouting materials to solve the tiny leakage channel which the cement-based slurry cannot enter, and if the tiny leakage channel is solved by adopting the chemical grouting materials subsequently according to the conventional thinking and methods, the hole wall is blocked by the cement-based slurry possibly, and the chemical slurry cannot be grouted into the stratum at all. The approach degree of the approach ending standard is judged by the conventional judgment of technicians without special requirements, and the switching back to the chemical pulp mainly aims to solve the problem of the cast plug by pouring chemical pulp to solve a tiny channel and simultaneously pushing out and replacing the cement-based material in the double plug.
Reference has not been made in detail to specifications such as the hydropower engineering grouting cover grouting technical specification (DLT5267-2012) or conventional schemes in the field. Moreover, it is noted that the specific parameters described above are exemplary data for a particular embodiment or embodiments, and not all embodiments; for example, the pipe diameter of the sleeve valve pipe can also be 89mm, and other parameters (such as the size of a drilling tool) can be correspondingly changed.
The above description is only a preferred embodiment of the application and is illustrative of the principles of the technology employed. It will be appreciated by a person skilled in the art that the scope of the invention as referred to in the present application is not limited to the embodiments with a specific combination of the above-mentioned features, but also covers other embodiments with any combination of the above-mentioned features or their equivalents without departing from the inventive concept. For example, the above features may be replaced with (but not limited to) features having similar functions disclosed in the present application.
Claims (10)
1. A construction method for controlling grouting of a permanent curtain of a deep covering layer under a high-head water-driving condition is characterized by comprising the following steps:
drilling a covering layer: drilling at the position needing grouting by a drilling machine to form an operation hole; selecting different wall protection slurries for wall protection and preventing water and sand gushing according to the drilling depth and the water gushing condition in the drilling process;
arranging a sleeve valve pipe and a pouring sleeve shell material: arranging a sleeve valve pipe below the operation hole and pouring a sleeve shell material, and forming a structure of the sleeve valve pipe, the sleeve shell material and the hole wall along the axial direction of the operation hole;
opening the ring: after the casing material is condensed, pouring ring opening liquid into the casing valve pipe at a preset ring opening pressure, so that the ring opening liquid breaks through the grout stop ring from the grout outlet of the casing valve pipe, breaks through the casing material and enters the covering layer;
homogenizing the irrigated stratum: at a preset homogenization pressure PHomogenizationFilling a homogenizing liquid into the slurry outlet hole after the ring opening so as to open a leakage channel around the slurry filling hole and realize the homogenization of the stratum to be filled;
grouting: and grouting the homogenized stratum to form a curtain.
2. The high head hydrodynamic condition deep overburden permanent curtain controlled grouting construction method of claim 1, wherein switching between the various types of retaining wall grout is continuously switched without tripping.
3. The high head hydrodynamic condition deep overburden permanent curtain controlled grouting construction method of claim 1, wherein selecting a dado slurry according to a drilling depth comprises:
when the drilling depth is smaller than the preset depth, selecting clean water as the wall protection slurry;
when the drilling depth is larger than the preset depth, weighting slurry, weighting fiber slurry or 3d low-strength grouting material with the strength of 2-5MPa is selected as the retaining wall slurry; the weighted fiber slurry is a slurry obtained by adding polypropylene fibers or polyester fibers on the basis of weighted slurry.
4. The method of claim 3, wherein the selecting of the dado grout according to the water burst condition comprises:
if the amount of the repulped heavy-weight slurry is reduced by 10-30 percent or the specific gravity of the repulped heavy-weight slurry is reduced by 20-30 percent, the heavy-weight fiber slurry is used as the retaining wall slurry; when the mud returning amount of the weighted fiber mud is kept within 5 percent of the stable value, the weighted mud is changed back to be used as the retaining wall slurry;
if the mud returning amount of the weighted mud is reduced by more than 30 percent, or the mud returning amount of the fiber weighted mud is reduced by 10 to 30 percent, or the mud returning proportion of the fiber weighted mud is reduced by 20 to 30 percent, a 3d low-strength grouting material with the strength of 2 to 5MPa is used as the retaining wall slurry; and when the amount of the returned slurry is kept within 5 percent of the stable value, the weighted slurry or the weighted fiber slurry is changed back to be used as the retaining wall slurry.
5. The construction method of permanent curtain control grouting for deep covering layer under high water head dynamic water condition according to claim 1, characterized in that in the step of arranging sleeve valve pipe and sleeve material under the lower part, the sleeve material is poured before the drill is started after the drill is finished in the step of drilling covering layer, the wall protection slurry is switched to the sleeve material, so that the sleeve material is filled in the whole hole, and the sleeve material is replenished at any time in the process of drill; and arranging a sleeve valve pipe below the operating hole filled with the sleeve shell material after the drill is pulled out.
6. The method for construction of permanent curtain control grouting for deep coverage layer under high head hydrodynamic condition according to claim 1, wherein the preset homogenization pressure PHomogenizationThe following two formulas are satisfied simultaneously:
Phomogenization≥1.5*PWater head+PResistance device-PStill water(formula one);
Phomogenization≥PWater head+1MPa+PResistance device-PStill water(formula two);
wherein P isWater headThe water head pressure born by the current irrigation hole section; pResistance deviceThe pressure required for the homogenization liquid to pass through the wall of the sleeve valve after ring opening; pStill waterThe hydrostatic pressure in the hole at the current position of the filled hole section.
7. The construction method of permanent curtain controlled grouting for the deep and thick covering layer under the condition of high water head and dynamic water according to claim 1, characterized in that if the actual grouting pressure does not reach the preset homogenization pressure or the flow rate reaches the limit value of a grouting pump in the step of homogenization of the stratum under grouting, double-liquid slurry or sulphoaluminate cement-based underwater undispersed paste slurry with the final setting time of 20-60 min is adopted for grouting in the step of grouting.
8. The construction method of permanent curtain controlled grouting for deep coverage layer under high head hydrodynamic condition according to claim 1, characterized in that if the stratum to be grouted is homogenized under a preset homogenizing pressure and the flow rate of the homogenizing liquid is greater than a preset flow rate in the grouting step, then the grouting step is performed by using portland cement-based underwater undispersed paste slurry; and if the flow rate of the homogenizing liquid is less than the preset flow rate, adopting chemical grout for pouring in the grouting step.
9. The high head hydrodynamic condition deep blanket permanent curtain control grouting construction method of claim 1, wherein the working hole includes I-order holes and II-order holes; the I-order holes and the II-order holes are alternately arranged and arranged in a row; in the construction process of the II-order hole, the grouting step is directly carried out after the ring opening step, and the homogenization step of the grouted stratum is not carried out.
10. The construction method of permanent curtain controlled grouting for the deep coverage layer under the condition of high head dynamic water according to claim 9, wherein in the grouting step of the II-order hole, a slow setting chemical grout is grouted firstly; if grouting pressure is suddenly reduced or flow is suddenly increased in the grouting process, quickly-setting chemical slurry is poured; if the grouting pressure is suddenly reduced or the flow is suddenly increased again in the grouting process, the cement-based grouting material is poured; when the poured cement-based grouting material is close to the end standard, the slow-setting chemical grout or the quick-setting chemical grout is changed back, and the pouring is finished.
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| CN112832198A (en) * | 2021-02-01 | 2021-05-25 | 四川共拓岩土科技股份有限公司 | Seepage-proofing grouting method for covering layer of water storage dam foundation |
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