CN115404845B - Soil dissolving hole treatment construction method - Google Patents
Soil dissolving hole treatment construction method Download PDFInfo
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- CN115404845B CN115404845B CN202210941093.2A CN202210941093A CN115404845B CN 115404845 B CN115404845 B CN 115404845B CN 202210941093 A CN202210941093 A CN 202210941093A CN 115404845 B CN115404845 B CN 115404845B
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- 238000010276 construction Methods 0.000 title claims abstract description 39
- 239000002689 soil Substances 0.000 title claims description 80
- 238000000034 method Methods 0.000 claims abstract description 81
- 238000005553 drilling Methods 0.000 claims abstract description 76
- 239000002002 slurry Substances 0.000 claims abstract description 60
- 239000004568 cement Substances 0.000 claims description 50
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 31
- 239000004575 stone Substances 0.000 claims description 27
- 239000004927 clay Substances 0.000 claims description 23
- 229910000831 Steel Inorganic materials 0.000 claims description 22
- 239000010959 steel Substances 0.000 claims description 22
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 18
- 235000019353 potassium silicate Nutrition 0.000 claims description 15
- 239000007788 liquid Substances 0.000 claims description 13
- 238000001514 detection method Methods 0.000 claims description 12
- 239000000463 material Substances 0.000 claims description 10
- 238000004080 punching Methods 0.000 claims description 9
- 239000011398 Portland cement Substances 0.000 claims description 6
- 239000003795 chemical substances by application Substances 0.000 claims description 6
- 238000009826 distribution Methods 0.000 claims description 6
- 238000002347 injection Methods 0.000 claims description 6
- 239000007924 injection Substances 0.000 claims description 6
- 238000007689 inspection Methods 0.000 claims description 6
- 239000011435 rock Substances 0.000 claims description 6
- UXVMQQNJUSDDNG-UHFFFAOYSA-L Calcium chloride Chemical compound [Cl-].[Cl-].[Ca+2] UXVMQQNJUSDDNG-UHFFFAOYSA-L 0.000 claims description 3
- 235000008733 Citrus aurantifolia Nutrition 0.000 claims description 3
- 235000019738 Limestone Nutrition 0.000 claims description 3
- 239000004115 Sodium Silicate Substances 0.000 claims description 3
- 235000011941 Tilia x europaea Nutrition 0.000 claims description 3
- 230000002159 abnormal effect Effects 0.000 claims description 3
- ANBBXQWFNXMHLD-UHFFFAOYSA-N aluminum;sodium;oxygen(2-) Chemical compound [O-2].[O-2].[Na+].[Al+3] ANBBXQWFNXMHLD-UHFFFAOYSA-N 0.000 claims description 3
- 239000001110 calcium chloride Substances 0.000 claims description 3
- 229910001628 calcium chloride Inorganic materials 0.000 claims description 3
- 238000010586 diagram Methods 0.000 claims description 3
- 238000009792 diffusion process Methods 0.000 claims description 3
- 238000000605 extraction Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 230000016507 interphase Effects 0.000 claims description 3
- 239000004571 lime Substances 0.000 claims description 3
- 239000006028 limestone Substances 0.000 claims description 3
- 238000000465 moulding Methods 0.000 claims description 3
- 230000035699 permeability Effects 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 229910001388 sodium aluminate Inorganic materials 0.000 claims description 3
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 3
- 238000003756 stirring Methods 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims description 2
- 230000002411 adverse Effects 0.000 abstract description 4
- 230000000694 effects Effects 0.000 abstract description 4
- 230000006378 damage Effects 0.000 abstract description 2
- 230000002427 irreversible effect Effects 0.000 abstract description 2
- 239000011268 mixed slurry Substances 0.000 abstract description 2
- 230000009429 distress Effects 0.000 description 2
- 239000012530 fluid Substances 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 239000013589 supplement Substances 0.000 description 2
- 208000027418 Wounds and injury Diseases 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 208000014674 injury Diseases 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
Classifications
-
- 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
- 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
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The utility model discloses a method for treating and constructing a soil-dissolving hole, which relates to the technical field of pile foundation construction, and can prevent the adverse effects of personnel and machinery irreversible injuries and pile foundation construction time hole collapse and slurry leakage on the construction period caused by the safety accident caused by collapse of the soil-dissolving hole by drilling a filling hole and filling mixed slurry into the filling hole.
Description
Technical Field
The utility model relates to the technical field of pile foundation construction, in particular to a method for treating and constructing a soil-dissolving hole.
Background
Soil dissolving holes are encountered in the pile construction process, a plurality of adverse effects can be generated, and the pile mainly comprises:
slurry leakage: when the karst cave is encountered, the mud is rapidly lost, and part of the mud cannot be timely restored to the normal water level;
non-distress slurry leakage: in the construction process, drilling is continued after pile holes are backfilled with stone blocks and clay, the slurry liquid level continuously drops, and in the process of pouring concrete, the slurry liquid level continuously drops;
collapse hole: in the drilling process, a karst cave is encountered, particularly under the condition that the karst cave is partially filled or is not filled, the slurry is rapidly lost, and the slurry cannot be timely supplemented to cause hole collapse;
deflection: slope rock, karst cave walls (half rock) and the like are encountered in the drilling process, so that a drill rod deflects to the lower side or the soft side, and normal drilling cannot be continued;
non-distress soil-dissolving holes: under the condition that the geological survey data show that the karst cave is not available, the karst cave is encountered in the drilling process, backfill concrete can be adopted for treatment, after the karst cave is encountered in the concrete pouring process, the concrete is seriously oversquare, and a large amount of slurry is discharged from other pile position geological survey holes, so that the condition that other pile foundation ranges have large karst cave and are not filled or partially filled is indicated, and the pile foundation ranges are communicated with the karst cave.
Disclosure of Invention
In order to solve the technical problems, the utility model provides a method for treating and constructing a soil dissolving hole, which is used for preventing the safety accident caused by collapse of the soil dissolving hole from causing irreversible injury to personnel and machinery and adverse influence of hole collapse and slurry leakage on the construction period during pile foundation construction, and ensuring the quality of pile foundation hole forming and smooth progress of engineering.
In order to achieve the above object, the present utility model provides the following solutions:
the utility model provides a karst cave treatment construction method, which comprises a karst cave treatment method and a soil cave treatment method;
1. a karst cave treatment method;
the height H of a single karst cave is less than or equal to 6m, and concrete with the same mark as a pile is directly poured in the pile foundation construction process to carry out karst cave treatment;
the height H of a single karst cave is more than 6m, and C20 concrete is adopted for filling karst cave treatment; the method comprises the following steps:
(1) Hole distribution, namely arranging 2 to 3 concrete pouring holes at the position where the geophysical prospecting has a karst cave; the distance between the concrete pouring hole and the karst cave side is not less than 100 cm, if the concrete pouring hole is found not to be at the karst cave position, the hole is additionally repaired;
(2) And (3) forming holes to the karst cave by the engineering driller, and placing the steel sleeve into the bottom of the karst cave to fill C20 concrete.
2. A soil hole treatment method;
the grouting construction process flow is as follows: leveling a site, positioning pile holes, drilling holes, numbering and lofting holes, positioning a drilling machine, drilling holes to a designed elevation, lifting a drill bit, grouting and checking;
(1) Hole distribution: 3 grouting holes are distributed at the position where the geophysical prospecting has soil holes; the distance between the grouting hole and the hole edge is not less than 50 cm; because of the problem of geophysical prospecting accuracy, if the drill hole is found not to be at the position of the soil hole, the drill hole is additionally repaired;
(2) Drilling: the aperture is 80mm, and the depth of the aperture is required to reach the bottom of the deepest soil hole;
(3) Materials: the cement adopts P.O42.5 ordinary Portland cement, and the water-cement ratio is 0.8:1;
(4) The process comprises the following steps: adopting a grouting system to perform full-hole grouting, and requiring a small amount of repeated grouting, wherein if the soil hole has large space volume and strong water permeability, a certain amount of water glass is added into the cement slurry to form cement water glass double-liquid slurry;
(5) Drilling and lofting: 3 grouting holes are uniformly distributed at the existing position of each soil hole, and the boundary and the size of the soil hole provided by geophysical prospecting data are marked by lime on site;
(6) Drilling: drilling by a drilling machine until the bottom of the soil hole is drilled; when drilling, drilling is carried out, and the steel pipe sleeve is pressed in until the sleeve enters the soil hole layer; after the drill bit is lifted to above the ground, fixing the steel sleeve, and moving the drilling machine to the next hole site; after the grouting hole is drilled and the sleeve is installed, the grouting flower pipe can be inserted for grouting sequentially;
(7) Grouting: the grouting materials are water and P.O42.5 ordinary Portland cement; the water-cement ratio is 0.8:1; grouting speed: 30-70L/min.
(8) Grouting pressure: controlling the injection rate of the slurry and recording the change in slurry pressure; when the pressure is suddenly changed, whether abnormal conditions occur or grouting is stopped should be checked in time;
(9) Grouting flower pipe: the grouting pipe is made of steel pipes with the inner diameter of 38mm and the wall thickness of not less than 5 mm; the pipe tip is cone-shaped, and the upper part is provided with a screw thread and is connected with the flower pipe; 60-80 holes are arranged in the length range of 1m at the bottom end of the pipe and are distributed in a quincuncial shape in four rows along the central line direction of the pipe, and the diameters of the holes are 10-30 mm;
(10) Grouting range: the slurry diffusion radius at the time of grouting is generally 0.6m.
Before formal grouting, firstly injecting clear water to dredge holes of grouting flower pipe and ensure smooth grouting; injecting cement paste into the soil hole through a grouting pipe by adopting a high-pressure grouting pump; grouting is repeated for a small amount of times, and grouting is performed in layers, wherein the layering height is preferably 1m, after each layer of grouting is completed, the grouting flower pipe is lifted, the next cycle is carried out until the soil hole is completely filled with grouting liquid, and grouting is finished;
the soil dissolving hole treatment construction method further comprises quality inspection, and specifically comprises the following steps of;
1. after grouting is completed for 2-3 days, detecting grouting positions, and performing grouting supplement on unqualified positions until all the unqualified positions are qualified;
2. detecting by a core drilling method, wherein the detection number is not less than 5% and not less than 5 of the total grouting holes, arranging detection points randomly at the interphase center of the grouting holes or in the range of 1.5m of the grouting holes, and checking whether soil hole filling materials are glued or crack filling or drilling mud is lost or not;
3. checking filling degree of the soil hole by adopting the standard through hole;
4. the detection requirement is as follows: the filling-free and half-filling soil holes should be fully filled, and the core extraction rate of core pulling detection should reach 90%; detecting that drilling mud is not lost;
5. injecting cement paste into the soil hole through a grouting pipe by adopting a high-pressure grouting pump; grouting is required to be repeated for a small amount of times, and is performed in a layered manner, the quality inspection of the site supervision and the owner side is performed, the layered height is 1m, and three or four grouting holes are used for circular grouting in each pile position; lifting the grouting pipe after each layer of grouting is completed, and entering the next cycle until the soil hole is completely filled with grouting liquid, and finishing grouting;
the soil dissolving hole treatment construction method further comprises emergency measures:
(1) Applying C20 concrete and an early strength agent to an emergency; if repeated slurry leakage occurs in the pile hole, a steel pile casing follow-up method and a grouting method or a karst cave is not allowed to be adopted in site conditions, a concrete recharging method is adopted, the pile hole is poured by C20 concrete in a pile pouring mode, and the elevation on the concrete molding is 5m higher than the slurry leakage position; when the strength of the concrete reaches 60% after 5 days, constructing according to a normal piling procedure;
(2) Preparing enough small stones or dog head stones and clay on site, making the clay into mud balls, and organizing enough water sources at the same time; a loader is arranged in the construction process; according to the conditions of punching footage and stirring of a punching rope, combining a geological description diagram of a hole pile, judging whether the position of the bottom of the hole is entering limestone or not, and converting the position into low speed within the range of 1-1.5m so as to prevent drill sticking;
after entering the rock, a special person observes the change of the mud surface in the casing, and when the karst cave leaks slurry, the karst cave and clay are quickly shoveled up to fill holes according to the penetration condition of punching, and a large amount of water is supplemented into the holes by a concentrated water pump; quick water replenishment and stroke change to prevent slant holes and sticking; if the inclined hole appears at this time, the inclined hole part is fully backfilled by adopting the stone and clay, and the hole is formed again by rotary digging.
Optionally, when the height H of a single karst cave is more than 6m, adopting a concrete conveying pump to pour C20 commercial concrete; the concrete injection pump pipe is connected with the steel pipe with the diameter phi 150 or more by threads; and C20 commercial fine stone concrete pouring construction is carried out after the concrete pouring pump connection installation preparation work is completed.
Optionally, in the soil hole treatment method, (4) in the process, the water glass double-liquid slurry is prepared by adding water glass into cement slurry, and the volume ratio of the cement slurry to the water glass is 1:0.6-1:0.8.
Optionally, in the soil hole treatment method, the hole grouting is ended when the grouting reaches one of the following standards:
a. the grouting orifice pressure is maintained between 0.3MPa and 0.5MPa, the grouting amount is not more than 40L/min, and the grouting orifice pressure is maintained for 30min;
b. or grouting for multiple times, and when the grouting pressure exceeds 2 PMa;
c. when the grouting point is out of the grouting range by 3-5 m;
d. when the single-hole grouting amount reaches 1.5-2.0 times of the average grouting amount and the grouting amount is obviously reduced;
when the end standard is not met, the hole should be cleaned and grouting should be performed again.
Optionally, in the soil hole treatment method, grouting is performed from bottom to top in a sectional manner; connecting the drilling tool with the grouting pump, firstly introducing clear water into the hole for 15 minutes or observing the opening to return clear water, and grouting; the water-cement ratio is 0.8:1; in the actual operation process, if grouting is difficult, grouting is performed after the water-cement ratio is adjusted to be 1:1; if the stratum is seriously leaked, the water-cement ratio can be properly reduced; according to the construction control and test conditions, stopping grouting when the grouting amount is obviously reduced and the pressure is maintained above 2MPa, and performing supplementary grouting after 5 minutes; if the grouting pressure is more than 2MPa during the supplementary grouting, lifting the steel pipe by 50cm and then carrying out the previous layer of grouting.
Optionally, in the soil hole treatment method, the method comprises the following steps ofBackfilling and drilling on some large soil holes by adopting a stone, clay and whole-package cement according to the proportion of 1m 3 ：3m 3 :0.75t of bagged cement, bagged clay and sheet stone in sequence; using a small drilling process of 0.5-0.8 m, not circulating slurry, dry drilling for a few minutes to enable backfill to be fully compact, adding slurry to improve a water head to a normal height, and continuously drilling by using the small drilling process after a slurry leakage position is blocked when cement is initially set to have a certain strength to form an artificial mud stone retaining wall; and repeatedly backfilling the sheet stones, clay and the whole cement for many times, and repeatedly drilling until a mud stone dado is formed and slurry is not leaked.
Optionally, the early strength agent comprises calcium chloride or sodium silicate or sodium aluminate.
Compared with the prior art, the utility model has the following technical effects:
the method for treating and constructing the soil-dissolving hole can prevent safety accidents caused by collapse of the soil-dissolving hole, personnel and machinery from being damaged irreversibly, and adverse influence of hole collapse and slurry leakage on the construction period during pile foundation construction, and the mixed slurry material is used in the process, so that the leakage can be quickly stopped, the seepage prevention effect can be improved, the cement slurry is used, the construction speed is increased, the construction safety is improved, and the pile foundation pore-forming quality and the smooth construction are ensured.
Detailed Description
The technical solutions of the embodiments of the present utility model will be clearly and completely described below in conjunction with the embodiments of the present utility model, and it is apparent that the described embodiments are only some embodiments of the present utility model, not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the utility model without making any inventive effort, are intended to be within the scope of the utility model.
The embodiment provides a method for treating and constructing a karst cave, which comprises a karst cave treatment method and a soil cave treatment method;
1. a karst cave treatment method;
the height H of a single karst cave is less than or equal to 6m, and concrete with the same mark as a pile is directly poured in the pile foundation construction process to carry out karst cave treatment;
the height H of a single karst cave is more than 6m, and C20 concrete is adopted for filling karst cave treatment; c20 commercial concrete is poured by adopting a concrete delivery pump; the concrete injection pump pipe is connected with the steel pipe with the diameter phi 150 or more by threads; and C20 commercial fine stone concrete pouring construction is carried out after the concrete pouring pump connection installation preparation work is completed. The method comprises the following steps:
(1) Hole distribution, namely arranging 2 to 3 concrete pouring holes at the position where the geophysical prospecting has a karst cave; the distance between the concrete pouring hole and the karst cave side is not less than 100 cm, if the concrete pouring hole is found not to be at the karst cave position, the hole is additionally repaired;
(2) And (3) forming holes to the karst cave by the engineering driller, and placing the steel sleeve into the bottom of the karst cave to fill C20 concrete.
2. A soil hole treatment method;
the grouting construction process flow is as follows: leveling a site, positioning pile holes, drilling holes, numbering and lofting holes, positioning a drilling machine, drilling holes to a designed elevation, lifting a drill bit, grouting and checking;
(1) Hole distribution: 3 grouting holes are distributed at the position where the geophysical prospecting has soil holes; the distance between the grouting hole and the hole edge is not less than 50 cm; because of the problem of geophysical prospecting accuracy, if the drill hole is found not to be at the position of the soil hole, the drill hole is additionally repaired;
(2) Drilling: the aperture is 80mm, and the depth of the aperture is required to reach the bottom of the deepest soil hole;
(3) Materials: the cement adopts P.O42.5 ordinary Portland cement, and the water-cement ratio is 0.8:1;
(4) The process comprises the following steps: adopting a grouting system to perform full-hole grouting, and requiring a small amount of repeated grouting, wherein if the soil hole has large space volume and strong water permeability, a certain amount of water glass is added into the cement slurry to form cement water glass double-liquid slurry; the water glass double-liquid slurry is prepared by adding water glass into cement slurry, and the volume ratio of the cement slurry to the water glass is 1:0.6-1:0.8.
(5) Drilling and lofting: 3 grouting holes are uniformly distributed at the existing position of each soil hole, and the boundary and the size of the soil hole provided by geophysical prospecting data are marked by lime on site;
(6) Drilling: drilling by a drilling machine until the bottom of the soil hole is drilled; when drilling, drilling is carried out, and the steel pipe sleeve is pressed in until the sleeve enters the soil hole layer; the steel sleeve is used for supporting the hole wall, preventing hole collapse and ensuring smooth entry of the grouting pipe. The judgment basis for the sleeve entering the soil hole layer is as follows: the drilling speed of the drilling machine is suddenly increased, and the fact that the drill bit breaks the soil layer on the upper portion of the soil hole and enters the soil hole layer is indicated at the moment. After the drill bit is lifted to above the ground, fixing the steel sleeve, and moving the drilling machine to the next hole site; after the grouting hole is drilled and the sleeve is installed, the grouting flower pipe can be inserted for grouting sequentially;
(7) Grouting: the grouting materials are water and P.O42.5 ordinary Portland cement; the water-cement ratio is 0.8:1; grouting speed: 30-70L/min.
(8) Grouting pressure: controlling the injection rate of the slurry and recording the change in slurry pressure; when the pressure is suddenly changed, whether abnormal conditions occur or grouting is stopped should be checked in time;
(9) Grouting flower pipe: the grouting pipe is made of steel pipes with the inner diameter of 38mm and the wall thickness of not less than 5 mm; the pipe tip is cone-shaped, and the upper part is provided with a screw thread and is connected with the flower pipe; 60-80 holes are arranged in the length range of 1m at the bottom end of the pipe and are distributed in a quincuncial shape in four rows along the central line direction of the pipe, and the diameters of the holes are 10-30 mm;
(10) Grouting range: the slurry diffusion radius at the time of grouting is generally 0.6m.
(11) Grouting equipment and supporting facilities: grouting pump, slurry mixer, slurry pump, slurry storage tank, etc.;
before formal grouting, firstly injecting clear water to dredge holes of grouting flower pipe and ensure smooth grouting; injecting cement paste into the soil hole through a grouting pipe by adopting a high-pressure grouting pump; grouting is repeated for a small amount of times, and grouting is performed in layers, wherein the layering height is preferably 1m, after each layer of grouting is completed, the grouting flower pipe is lifted, the next cycle is carried out until the soil hole is completely filled with grouting liquid, and grouting is finished; the hole grouting is ended when the grouting reaches one of the following criteria:
a. the grouting orifice pressure is maintained at 0.3 MPa-0.5 MPa, the suction capacity is not more than 40L/min, and the grouting orifice pressure is maintained for 30min.
b. Or grouting for multiple times, and when the grouting pressure exceeds 2 PMa.
c. When the grouting point is out of the grouting range by 3-5 m.
d. When the single-hole grouting amount reaches 1.5 to 2.0 times of the average grouting amount and the grouting amount is obviously reduced. When the end standard is not met, the hole should be cleaned and grouting should be performed again.
The grouting is carried out from bottom to top in a sectional manner; connecting the drilling tool with the grouting pump, firstly introducing clear water into the hole for 15 minutes or observing the opening to return clear water, and grouting; the water-cement ratio is 0.8:1; in the actual operation process, if grouting is difficult, grouting is performed after the water-cement ratio is adjusted to be 1:1; if the stratum is seriously leaked, the water-cement ratio can be properly reduced; according to the construction control and test conditions, stopping grouting when the grouting amount is obviously reduced and the pressure is maintained above 2MPa, and performing supplementary grouting after 5 minutes; if the grouting pressure is more than 2MPa during the supplementary grouting, lifting the steel pipe by 50cm and then carrying out the previous layer of grouting.
And excavating the position of the earth hole with the depth of the elevation of the earth hole top to the foundation bottom being less than or equal to 2 meters by adopting a backhoe excavator, filling the earth hole with plain soil, and if the earth hole is drilled at the position of the earth hole to be treated according to the geophysical prospecting, not finding the condition of the earth hole, wherein the drilling is backfilled by filling sand.
For large soil holes, backfilling and drilling are carried out by adopting a piece of stone, clay and whole package of cement according to the proportion of 1m 3 ：3m 3 :0.75t of bagged cement, bagged clay and sheet stone in sequence; using a small drilling process of 0.5-0.8 m, not circulating slurry, dry drilling for a few minutes to enable backfill to be fully compact, adding slurry to improve a water head to a normal height, and continuously drilling by using the small drilling process after a slurry leakage position is blocked when cement is initially set to have a certain strength to form an artificial mud stone retaining wall; repeatedly backfilling the sheet stone, clay and whole cement for many times, and repeatedly drilling until a mud stone retaining wall is formed and slurry is not leaked; for some fluid tanks, fluid ditches and small cracks, the rock and clay are put in during drilling, and the whole bag of cement is blocked to play a role of protecting the wall, so that the slurry is prevented from losing, and the drilling can smoothly pass through a karst area.
The soil dissolving hole treatment construction method further comprises quality inspection, and specifically comprises the following steps of;
1. after grouting is completed for 2-3 days, detecting grouting positions, and performing grouting supplement on unqualified positions until all the unqualified positions are qualified;
2. detecting by a core drilling method, wherein the detection number is not less than 5% and not less than 5 of the total grouting holes, arranging detection points randomly at the interphase center of the grouting holes or in the range of 1.5m of the grouting holes, and checking whether soil hole filling materials are glued or crack filling or drilling mud is lost or not;
3. checking filling degree of the soil hole by adopting the standard through hole;
4. the detection requirement is as follows: the filling-free and half-filling soil holes should be fully filled, and the core extraction rate of core pulling detection should reach 90%; detecting that drilling mud is not lost;
5. injecting cement paste into the soil hole through a grouting pipe by adopting a high-pressure grouting pump; grouting is required to be repeated for a small amount of times, and is performed in a layered manner, the quality inspection of the site supervision and the owner side is performed, the layered height is 1m, and three or four grouting holes are used for circular grouting in each pile position; lifting the grouting pipe after each layer of grouting is completed, and entering the next cycle until the soil hole is completely filled with grouting liquid, and finishing grouting; the hole grouting is ended when the grouting reaches one of the following criteria:
1) The grouting orifice pressure is maintained at 0.3 MPa-0.5 MPa, the suction capacity is not more than 40L/min, and the grouting orifice pressure is maintained for 30min.
2) When the grouting point is out of the grouting range by 3-5 m.
3) When the single-hole grouting amount reaches 1.5 to 2.0 times of the average grouting amount and the grouting amount is obviously reduced. When the end standard is not met, the hole should be cleaned and grouting should be performed again.
The soil dissolving hole treatment construction method also comprises emergency measures,
unknown soil-dissolving holes can be encountered in construction, and when a rotary drilling drill penetrates through a soil-dissolving hole top plate and mud in the hole is quickly lost, so that the pressure inside and outside the hole wall is unstable and slides down for emergency use.
(1) The C20 concrete and the early strength agent are used for emergency, and the early strength agent adopts calcium chloride or sodium silicate or sodium aluminate; if repeated slurry leakage occurs in the pile hole, a steel pile casing follow-up method and a grouting method or a karst cave is not allowed to be adopted in site conditions, a concrete recharging method is adopted, the pile hole is poured by C20 concrete in a pile pouring mode, and the elevation on the concrete molding is 5m higher than the slurry leakage position; when the strength of the concrete reaches 60% after 5 days, constructing according to a normal piling procedure; this method is generally used in the place where pile hole leakage is blocked and hole formation is difficult.
(2) Preparing enough small stones or dog head stones (diameter 10-20 cm) and clay on site, making clay into mud balls (phi 15-20 cm), and organizing enough water source at the same time; a ZL50C type loader is arranged in the construction process, and a driver waits for a life at any time. According to the conditions of punching footage and stirring of a punching rope, combining a geological description diagram of a hole pile, judging whether the position of the bottom of the hole is entering limestone or not, and converting the position into low speed within the range of 1-1.5m so as to prevent drill sticking;
after entering the rock, a special person observes the change of the mud surface in the casing, if the feeding rule is suddenly changed from slow to fast or the mud surface suddenly descends according to the feeding rule of the punching hole, the unknown karst cave is broken through, when the karst cave leaks slurry, the karst cave and clay are rapidly shoveled up to fill holes, and meanwhile, a large amount of water is supplemented into the holes by the concentrated water pump; quick water replenishment and stroke change to prevent slant holes and sticking; if the inclined hole appears at this time, the inclined hole part is fully backfilled by adopting the stone and clay, and the hole is formed again by rotary digging.
It should be noted that it will be apparent to those skilled in the art that the present utility model is not limited to the details of the above-described exemplary embodiments, but may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the utility model being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein.
The principles and embodiments of the present utility model have been described in this specification with reference to specific examples, the description of which is only for the purpose of aiding in understanding the method of the present utility model and its core ideas; also, it is within the scope of the present utility model to be modified by those of ordinary skill in the art in light of the present teachings. In view of the foregoing, this description should not be construed as limiting the utility model.
Claims (7)
1. The soil hole treatment construction method is characterized by comprising a karst hole treatment method and a soil hole treatment method;
1. a karst cave treatment method;
the height H of a single karst cave is less than or equal to 6m, and concrete with the same mark as a pile is directly poured in the pile foundation construction process to carry out karst cave treatment;
the height H of a single karst cave is more than 6m, and C20 concrete is adopted for filling karst cave treatment; the method comprises the following steps: (1) Hole distribution, namely arranging 2 to 3 concrete pouring holes at the position where the geophysical prospecting has a karst cave; the distance between the concrete pouring hole and the karst cave side is not less than 100 cm, if the concrete pouring hole is found not to be at the karst cave position, the hole is additionally repaired;
(2) Forming holes to a karst cave by an engineering drilling machine, and placing a steel sleeve into the bottom of the karst cave to fill C20 concrete;
2. a soil hole treatment method;
the grouting construction process flow is as follows: leveling a site, positioning pile holes, drilling holes, numbering and lofting holes, positioning a drilling machine, drilling holes to a designed elevation, lifting a drill bit, grouting and checking;
(1) Hole distribution: 3 grouting holes are distributed at the position where the geophysical prospecting has soil holes; the distance between the grouting hole and the hole edge is not less than 50 cm; because of the problem of geophysical prospecting accuracy, if the drill hole is found not to be at the position of the soil hole, the drill hole is additionally repaired;
(2) Drilling: the aperture is 80mm, and the depth of the aperture is required to reach the bottom of the deepest soil hole;
(3) Materials: the cement adopts P.O42.5 ordinary Portland cement, and the water-cement ratio is 0.8:1;
(4) The process comprises the following steps: adopting a grouting system to perform full-hole grouting, and requiring a small amount of repeated grouting, wherein if the soil hole has large space volume and strong water permeability, a certain amount of water glass is added into the cement slurry to form cement water glass double-liquid slurry;
(5) Drilling and lofting: 3 grouting holes are uniformly distributed at the existing position of each soil hole, and the boundary and the size of the soil hole provided by geophysical prospecting data are marked by lime on site;
(6) Drilling: drilling by a drilling machine until the bottom of the soil hole is drilled; when drilling, drilling is carried out, and the steel pipe sleeve is pressed in until the sleeve enters the soil hole layer; after the drill bit is lifted to above the ground, fixing the steel sleeve, and moving the drilling machine to the next hole site; after the grouting hole is drilled and the sleeve is installed, the grouting flower pipe can be inserted for grouting sequentially;
(7) Grouting: the grouting materials are water and P.O42.5 ordinary Portland cement; the water-cement ratio is 0.8:1; grouting speed: 30-70L/min;
(8) Grouting pressure: controlling the injection rate of the slurry and recording the change in slurry pressure; when the pressure is suddenly changed, whether abnormal conditions occur or grouting is stopped should be checked in time;
(9) Grouting flower pipe: the grouting pipe is made of steel pipes with the inner diameter of 38mm and the wall thickness of not less than 5 mm; the pipe tip is cone-shaped, and the upper part is provided with a screw thread and is connected with the flower pipe; 60-80 holes are arranged in the length range of 1m at the bottom end of the pipe and are distributed in a quincuncial shape in four rows along the central line direction of the pipe, and the diameters of the holes are 10-30 mm;
(10) Grouting range: the slurry diffusion radius is generally 0.6m during grouting;
before formal grouting, firstly injecting clear water to dredge holes of grouting flower pipe and ensure smooth grouting; injecting cement paste into the soil hole through a grouting pipe by adopting a high-pressure grouting pump; grouting is repeated for a small amount of times, and grouting is performed in layers, wherein the layering height is preferably 1m, after each layer of grouting is completed, the grouting flower pipe is lifted, the next cycle is carried out until the soil hole is completely filled with grouting liquid, and grouting is finished;
the soil dissolving hole treatment construction method further comprises quality inspection, and specifically comprises the following steps of;
(1) Detecting grouting positions after grouting is completed for 2-3 days, and performing grouting filling on unqualified positions until all the unqualified positions are qualified;
(2) Detecting by a core drilling method, wherein the detection number is not less than 5% and not less than 5 of the total grouting holes, arranging detection points randomly at the interphase center of the grouting holes or in the range of 1.5m of the grouting holes, and checking whether soil hole filling materials are glued or crack filling or drilling mud is lost or not;
(3) Checking filling degree of the soil hole by adopting the standard through hole;
(4) The detection requirements are as follows: the filling-free and half-filling soil holes should be fully filled, and the core extraction rate of core pulling detection should reach 90%; detecting that drilling mud is not lost;
(5) Injecting cement paste into the soil hole through a grouting pipe by adopting a high-pressure grouting pump; grouting is required to be repeated for a small amount of times, and is performed in a layered manner, the quality inspection of the site supervision and the owner side is performed, the layered height is 1m, and three or four grouting holes are used for circular grouting in each pile position;
lifting the grouting pipe after each layer of grouting is completed, and entering the next cycle until the soil hole is completely filled with grouting liquid, and finishing grouting;
the soil dissolving hole treatment construction method further comprises emergency measures:
(1) Applying C20 concrete and an early strength agent to an emergency; if repeated slurry leakage occurs in the pile hole, a steel pile casing follow-up method and a grouting method or a karst cave is not allowed to be adopted in site conditions, a concrete recharging method is adopted, the pile hole is poured by C20 concrete in a pile pouring mode, and the elevation on the concrete molding is 5m higher than the slurry leakage position; when the strength of the concrete reaches 60% after 5 days, constructing according to a normal piling procedure;
(2) Preparing enough small stones or dog head stones and clay on site, making the clay into mud balls, and organizing enough water sources at the same time; a loader is arranged in the construction process; according to the conditions of punching footage and stirring of a punching rope, combining a geological description diagram of a hole pile, judging whether the position of the bottom of the hole is entering limestone or not, and converting the position into low speed within the range of 1-1.5m so as to prevent drill sticking;
after entering the rock, a special person observes the change of the mud surface in the casing, and when the karst cave leaks slurry, the karst cave and clay are quickly shoveled up to fill holes according to the penetration condition of punching, and a large amount of water is supplemented into the holes by a concentrated water pump; quick water replenishment and stroke change to prevent slant holes and sticking; if the inclined hole appears at this time, the inclined hole part is fully backfilled by adopting the stone and clay, and the hole is formed again by rotary digging.
2. The method for treating and constructing a karst cave according to claim 1, wherein when the height H of a single karst cave is more than 6m, C20 commodity concrete is poured by adopting a concrete conveying pump; the concrete injection pump pipe is connected with the steel pipe with the diameter phi 150 or more by threads; and C20 commercial fine stone concrete pouring construction is carried out after the concrete pouring pump connection installation preparation work is completed.
3. The method according to claim 1, wherein in the method (4), the water glass double slurry is water glass added into cement slurry, and the volume ratio of cement slurry to water glass is 1:0.6-1:0.8.
4. A method of constructing a soil hole treatment according to claim 1, wherein the hole grouting is terminated when the grouting reaches one of the following criteria: a. the grouting orifice pressure is maintained between 0.3MPa and 0.5MPa, the grouting amount is not more than 40L/min, and the grouting orifice pressure is maintained for 30min;
b. or grouting for multiple times, and when the grouting pressure exceeds 2 PMa;
c. when the grouting point is out of the grouting range by 3-5 m;
d. when the single-hole grouting amount reaches 1.5-2.0 times of the average grouting amount and the grouting amount is obviously reduced;
when the end standard is not met, the hole should be cleaned and grouting should be performed again.
5. The method for treating and constructing a soil hole according to claim 1, wherein in the method for treating the soil hole, grouting is performed in sections from bottom to top; connecting the drilling tool with the grouting pump, firstly introducing clear water into the hole for 15 minutes or observing the opening to return clear water, and grouting; the water-cement ratio is 0.8:1; in the actual operation process, if grouting is difficult, grouting is performed after the water-cement ratio is adjusted to be 1:1; if the stratum is seriously leaked, the water-cement ratio can be properly reduced; according to the construction control and test conditions, stopping grouting when the grouting amount is obviously reduced and the pressure is maintained above 2MPa, and performing supplementary grouting after 5 minutes; if the grouting pressure is more than 2MPa during the supplementary grouting, lifting the steel pipe by 50cm and then carrying out the previous layer of grouting.
6. The method for treating and constructing soil holes according to claim 1, wherein in the method for treating soil holes, for some large soil holes, backfill drilling is carried out by adopting rubble, clay and whole package cement according to the following proportion of 1m:3m:0.75t of bagged cement, bagged clay and sheet stone in sequence; using a small drilling process of 0.5-0.8 m, not circulating slurry, dry drilling for a few minutes to enable backfill to be fully compact, adding slurry to improve a water head to a normal height, and continuously drilling by using the small drilling process after a slurry leakage position is blocked when cement is initially set to have a certain strength to form an artificial mud stone retaining wall; and repeatedly backfilling the sheet stones, clay and the whole cement for many times, and repeatedly drilling until a mud stone dado is formed and slurry is not leaked.
7. A method of treating and constructing a soil-dissolving hole as claimed in claim 1, wherein the early strength agent comprises calcium chloride or sodium silicate or sodium aluminate.
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