CN116927178B - Construction method of granite boulder geological underground diaphragm wall - Google Patents
Construction method of granite boulder geological underground diaphragm wall Download PDFInfo
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- CN116927178B CN116927178B CN202310905343.1A CN202310905343A CN116927178B CN 116927178 B CN116927178 B CN 116927178B CN 202310905343 A CN202310905343 A CN 202310905343A CN 116927178 B CN116927178 B CN 116927178B
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- 238000010276 construction Methods 0.000 title claims abstract description 47
- 239000010438 granite Substances 0.000 title claims abstract description 26
- 238000009826 distribution Methods 0.000 claims abstract description 95
- 238000005553 drilling Methods 0.000 claims abstract description 82
- 238000000034 method Methods 0.000 claims abstract description 46
- 238000013461 design Methods 0.000 claims abstract description 36
- 230000008569 process Effects 0.000 claims abstract description 28
- 238000001514 detection method Methods 0.000 claims abstract description 26
- 238000007405 data analysis Methods 0.000 claims abstract description 17
- 239000002689 soil Substances 0.000 claims description 28
- 239000011435 rock Substances 0.000 claims description 23
- 239000004575 stone Substances 0.000 claims description 17
- 239000004567 concrete Substances 0.000 claims description 14
- 238000005070 sampling Methods 0.000 claims description 13
- 238000004458 analytical method Methods 0.000 claims description 8
- 231100000241 scar Toxicity 0.000 claims description 5
- 238000004364 calculation method Methods 0.000 claims description 3
- 238000005520 cutting process Methods 0.000 claims description 3
- 238000007781 pre-processing Methods 0.000 claims description 3
- 238000003708 edge detection Methods 0.000 claims description 2
- 238000005516 engineering process Methods 0.000 abstract description 9
- 238000005192 partition Methods 0.000 abstract description 6
- 238000009527 percussion Methods 0.000 description 7
- 238000010586 diagram Methods 0.000 description 5
- 229910000831 Steel Inorganic materials 0.000 description 4
- 230000009471 action Effects 0.000 description 4
- 238000003801 milling Methods 0.000 description 4
- 239000002002 slurry Substances 0.000 description 4
- 239000010959 steel Substances 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
- 230000008901 benefit Effects 0.000 description 3
- 230000000903 blocking effect Effects 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 238000007689 inspection Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000005422 blasting Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000012790 confirmation Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 238000003475 lamination Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000010606 normalization Methods 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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- 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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Abstract
The invention discloses a granite orphan geological underground diaphragm wall construction method which comprises the following steps: s1, obtaining design parameters of an underground continuous wall and geological detection data of an operation area; s2, a data analysis unit builds a geological model according to geological detection data of the operation area; s3, determining an orphan distribution area by the data analysis unit according to the orphan distribution condition in the geological model, and determining a corresponding grooving operation mode and operation flow; wherein the boulder distribution area is grooved by a rotary digging machine; s4, finishing the subsequent construction of the underground diaphragm wall by adopting a conventional process after grooving. The invention adopts the underground diaphragm wall grooving combination technology of 'ascertaining distribution, partition treatment, rotary drilling and meshing grooving', improves the process planning and the overall construction efficiency, solves the problems that the conventional process cannot form grooves, has high cost and the like by adopting a rotary drilling machine to grooving in an orphan area, and achieves the aims of controllable cost, safety, reliability and reasonable construction period.
Description
Technical Field
The invention relates to the technical field of engineering construction methods, in particular to a granite boulder geological underground diaphragm wall construction method.
Background
The underground diaphragm wall is one of foundation engineering and has mainly the functions of water interception, seepage prevention, bearing, water blocking, etc. The construction of underground continuous wall generally firstly adopts a grooving machine, under the action of mud wall protection on the surface of the earth along the designed axis, a long and narrow deep groove is excavated, after the groove is cleared, a reinforcement cage is hung in the groove, and then concrete is poured into the groove by a conduit method to construct a unit groove section, so that the construction is carried out section by section, and a continuous reinforced concrete wall is constructed. In the underground diaphragm wall grooving process, the current common technology mainly comprises the following two types: 1) The method comprises the steps of forming grooves by adopting a percussion drill and a hydraulic grab bucket, under the action of mud wall protection, firstly, performing impact hole forming operation by adopting the percussion drill according to a certain hole distance, and then grabbing partial earth and stones among holes by adopting the hydraulic grab bucket, thereby being the most common technology; 2) The grooving technology of the grooving machine utilizes a cutterhead to cut and crush rock strata through a hydraulic system, a slurry dredging guide pipe is synchronously arranged between two milling wheels, rock scraps, sediments and slurry milled in the grooving process are sucked away together through gas lift reverse circulation, broken stone and silt are filtered through a sand remover, the slurry flows back to a groove section again, and the sediments in the groove are cleaned up through repeated deslagging, so that the purpose of grooving is achieved.
In some regions, the underground environment is complex, granite boulders exist, and great trouble is caused to underground continuous wall construction. The granite has high hardness, the Mohs hardness is about 6 degrees, the compressive strength is 100-300MPa, and the bending strength is generally 10-30 MPa. When a large amount of granite boulders are contained in the underground during construction, the prior art has a plurality of problems: the grab bucket type trenching excavator is not suitable for working condition construction of large stones, drifting stones, bedrock and the like, and is difficult to crush granite orphites, and due to the fact that the granite orphites are high in hardness and smooth in appearance and the action of a flexible bedding layer of earthwork, the orphites are easy to crush and drift in a hammer impact machine when being crushed, and uncontrollable hole collapse phenomenon occurs; the special cutter head of the grooving machine can crush granite boulders, but the equipment is large in size and heavy in mass, is difficult to be suitable for mountain projects, is high in grooving cost, and is not suitable for small and medium-sized soil dam reinforcement projects.
Disclosure of Invention
The invention aims to provide a granite orphan geological underground diaphragm wall construction method, which aims to solve the problems in the prior art.
In order to achieve the above purpose, the technical scheme of the invention provides a granite boulder geological underground diaphragm wall construction method, which is characterized by comprising the following steps: s1, obtaining design parameters of an underground continuous wall and geological detection data of an operation area; s2, a data analysis unit builds a geological model according to geological detection data of the operation area; s3, determining an orphan distribution area by the data analysis unit according to the orphan distribution situation in the geological model, and determining a corresponding grooving operation mode and operation flow according to the orphan distribution area and the non-orphan distribution area; wherein, the boulder distribution area is grooved by a rotary digging machine, and the non-boulder distribution area is grooved by a conventional process; s4, finishing the subsequent construction of the underground diaphragm wall by adopting a conventional process after grooving; the data analysis unit is special software running in a computer.
Further, the geological detection data of the working area in the step S1 is boulder distribution data obtained by detection through a detection hole, a cross-hole CT or other geophysical methods; in the step S2, the geological model is an underground two-dimensional boulder distribution map of the operation area, and comprises boulder positions and outlines of boulders on a vertical plane of the operation area; in the step S3, the boulder distribution area is an area formed by the boulder down line or an extension line thereof, the earth surface, lateral lines on two sides of a single boulder or a plurality of lateral lines on two sides of a plurality of boulders with a distance smaller than a preset distance; the preset distance is 100% -150% of the design width of the continuous wall. The operation area outside the boulder distribution area is a non-boulder distribution area; the boulder distribution area is divided into a soil layer and boulders in the vertical direction, and the soil layer is positioned between the upper line of the boulders and the ground surface.
Further, the concrete method for forming the groove by the rotary excavator in the step 3 is as follows: s301, adopting a rotary drilling bucket for soil layers in an isolated stone distribution area, adopting a rock drilling barrel for isolated stones, and cutting off and taking out by using a breaker when the length of a rock column in the rock drilling barrel reaches 1.0 meter, and continuing to operate; s302, drilling a sequence of holes, wherein the drilling hole diameter of the rotary drilling machine is larger than or equal to the design width of the continuous wall, and is generally 100% -120% of the design width, and the center-to-center distance between every two adjacent sequence of holes is the design width of the continuous wall; s303, drilling two-sequence holes, meshing into grooves, and drilling the two-sequence holes at the central positions of two adjacent first-sequence holes, wherein the drilling holes of the rotary drilling machine are the same in diameter; s304, after the first-order holes and the second-order holes are drilled, the rotary drilling rig scans holes by adopting a rock drill barrel with the same outer diameter as the design width of the continuous wall, and bulges formed by intersecting adjacent drilling holes are removed, so that the thickness of a formed groove is ensured to meet the design requirement of the continuous wall.
Further, the determining, by the data analysis unit in step S3, the boulder distribution area includes the following steps: s31, obtaining underground diaphragm wall width data in the design parameters of the underground diaphragm wall; s32, dividing the working area into a plurality of vertical areas according to 100% -120% of the width of the underground diaphragm wall from the starting point of the working area; if the vertical area comprises boulders, the vertical area is marked as a vertical boulder area, and if the vertical area does not comprise boulders, the vertical area is marked as a non-boulder area; s33, acquiring a lower line of the lowest boulder in the vertical boulder area, wherein an area above the lower line is marked as an boulder area, and an area below the lower line is marked as a non-boulder area; acquiring upper lines and lower lines of all boulders in the vertical boulder area; the area between the upper line and the lower line of the adjacent boulder in the vertical boulder area is an operation area of the boulder drill bucket; the other areas are boulder soil layer rotary digging operation areas; s34, merging two or more adjacent boulder areas and non-boulder areas to obtain an boulder distribution area and a non-boulder distribution area in the operation area; s35, grooving the non-boulder distribution area by adopting a conventional process; the rotary digging machine for the rotary digging operation area of the boulder soil layer in the boulder distribution area adopts a rotary digging drill bucket to form grooves, and the rotary digging machine for the operation area of the boulder rock drill bucket in the boulder distribution area adopts a rock drill bucket to form grooves.
Further, the step S34 further includes the following steps: if the non-boulder area is adjacent to the boulder area, the non-boulder area is an boulder soil layer rotary digging operation area.
Further, in the step S2, the two-dimensional boulder distribution map of the underground of the working area is obtained by expanding 20% -30% of the width of the underground continuous wall by the outline of the boulder on the vertical plane of the working area.
Further, in the step S2, geological detection data of the working area is obtained by drilling and sampling, and specifically includes the following steps: s21, drilling and sampling in an operation area, wherein the distance between adjacent holes is 2-5 m, taking a core sample from each hole, and obtaining whether the boulder exists or not and distributing start-stop elevation data through the core sample; s22, data preprocessing: normalizing the collected data, and normalizing the specific drilling position data into Z (x, y and Z), wherein x is the offset distance of the axis of the working area in the x direction, y is the distance from the starting point, Z is the depth value of the boulder, and if no boulder is recorded as the design depth of the continuous retaining wall; z (x, y, Z) drill hole position boulder condition data G (h) wherein h is used to represent the thickness value of the boulder, e.g., no boulder is recorded as 0; s23, selecting a common Kriging interpolation building model, and carrying out interpolation calculation to obtain predicted scar distribution data.
Further, the step S23 includes the following steps: s231, obtaining a half variation function of sample data; drawing a semi-variation graph according to the obtained semi-variation function, taking semi-variation values of different distance intervals as an ordinate, taking corresponding distance intervals as an abscissa, and fitting the semi-variation graph by adopting a Gaussian model to obtain more accurate prediction; s233, solving a weight coefficient according to the obtained semi-variation function, and predicting the underground boulder distribution of the working area by adopting common Kriging interpolation.
Further, the step S23 includes the following steps: AS1, importing the standardized data obtained in the step 2 into ArcGIS software, and solving the ArcGIS software by a semi-variation function module to obtain a semi-variation function cloud image; AS2, selecting a Gaussian variation function model AS a fitting model of a semi-variation function, and setting the step length to be 2-5 times of the thickness of the continuous retaining wall; AS3, selecting a common Kriging method for analysis to obtain the prediction data of the underground boulder in the working area.
The invention also provides an application of the granite solitary stone geological underground diaphragm wall construction method in a scene that the underground diaphragm wall and curtain grouting are combined, curtain grouting hole drilling is carried out before the underground diaphragm wall construction, and geological detection of an underground diaphragm wall operation area is realized by taking a core sample from each hole.
According to the technical scheme, in high-strength granite boulder geology, the underground diaphragm wall grooving combination technology of 'exploration distribution, partition processing, rotary drilling and meshing grooving' is innovatively adopted, the working efficiency of 'exploration distribution and partition processing' is improved through the use of automatic software, a grooving operation mode and an operation flow can be quickly obtained after geological detection data are obtained, the working efficiency is improved, the problems that a conventional process cannot form grooves, holes are easy to collapse and dam safety is damaged even when a rotary drilling machine is used for grooving in a boulder area are solved, the problems that a blasting method is forbidden, high-end equipment cost is high, the whole rotary drilling is not specific, therefore the cost is high and the like are solved, and the purposes of controllable cost, safety and reliability and reasonable construction period are achieved.
The technical scheme is particularly suitable for dam danger-removing reinforcement of reservoir dam with high-strength granite boulder geology or similar underground continuous wall and curtain grouting combined engineering, and based on the technical scheme of the invention, the construction sequence can be optimized, and the curtain grouting holes are used as exploration holes to solve the problem of boulder distribution state; the difficult problem that the existing various processes cannot form grooves or are not suitable for being adopted in the boulder section is solved in a targeted manner through orientation, the grooves of the underground continuous wall are formed at lower cost, and the quality is qualified, safe and reliable.
In order to make the concepts and other objects, advantages, features and functions of the present invention more apparent and understood, a preferred embodiment will be described in detail below with reference to the accompanying drawings.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
Fig. 1 is a schematic diagram of the boulder distribution of the present invention.
Fig. 2 is a schematic diagram of a snap-in groove of the present invention.
Fig. 3 is a process flow diagram of an embodiment of the present invention.
Fig. 4 is a diagram of an boulder distribution area in accordance with an embodiment of the present invention.
FIG. 5 is a schematic diagram showing the distribution of sampling holes according to an embodiment of the present invention.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The invention relates to a granite boulder geological underground diaphragm wall construction method, which comprises the following steps:
S1, performing geological detection on an operation area to obtain an underground boulder distribution map;
S2, determining a partition treatment scheme according to the boulder distribution condition, wherein the boulder distribution area is formed into grooves by a rotary excavator, and the non-boulder distribution area is formed into grooves by a conventional process, such as a common hydraulic grab bucket;
S3, finishing the subsequent construction of the underground diaphragm wall by adopting a conventional process after grooving.
Specifically, in step S1, the geological detection adopts a detection hole, a cross-hole CT or other geophysical methods to obtain the distribution situation of the underground orphan in the operation area, and obtain the distribution map of the underground orphan.
As shown in fig. 1, the boulder distribution area is an area formed by the boulder down line or an extension line thereof, the earth surface, side lines on two sides of a single boulder or side line circumferences on two sides of a plurality of boulders with a distance smaller than a preset distance; the preset distance is 100% -150% of the design width of the continuous wall. The working area outside the boulder distribution area is a non-boulder distribution area.
The boulder distribution area is divided into a soil layer and boulders in the vertical direction, and the soil layer is positioned between the upper line of the boulders and the ground surface.
The boulder lower line or upper line refers to a horizontal marking line with the projection size in the horizontal direction of the boulder outline, wherein the length of the horizontal marking line is the lowest point or highest point of the boulder, and the boulder lateral line refers to a vertical marking line with the most edge points on two sides of the boulder.
As shown in figure 2, the concrete method for forming the grooves by the rotary digging machine comprises the following steps:
1. A rotary digging drilling bucket is adopted for soil layers in the boulder distribution area, a rock drilling barrel is adopted for boulder, and when the length of a rock column in the rock drilling barrel reaches 1.0 meter, a clamping breaker is used for cutting off and taking out, and then the operation is continued;
2. Drilling a sequence of holes, wherein the drilling hole diameter of the rotary drilling machine is larger than or equal to the design width of the continuous wall, and is generally 100% -120% larger than the design width, and the center-to-center distance between every two adjacent sequence of holes is the design width of the continuous wall;
3. drilling two-sequence holes, meshing into a groove, and drilling two-sequence holes at the central positions of two adjacent first-sequence holes, wherein the drilling holes of the rotary drilling machine are the same in diameter;
4. after the first-order holes and the second-order holes are drilled, the rotary drilling rig adopts a rock drilling barrel with the same outer diameter as the design width of the continuous wall to sweep holes, bulges formed by intersecting adjacent drilling holes are removed, and the thickness of a formed groove is ensured to meet the design requirement of the continuous wall.
In order to improve the intelligent degree of process design, the application provides a granite boulder geological underground diaphragm wall construction method, which comprises the following steps:
s1, obtaining design parameters of an underground continuous wall and geological detection data of an operation area;
s2, a data analysis unit builds a geological model according to geological detection data of the operation area;
S3, determining an orphan distribution area by the data analysis unit according to the orphan distribution situation in the geological model, and determining a corresponding grooving operation mode and operation flow according to the orphan distribution area and the non-orphan distribution area; wherein, the boulder distribution area adopts a rotary digger to form grooves, and the non-boulder distribution area adopts a conventional process to form grooves.
S4, finishing the subsequent construction of the underground diaphragm wall by adopting a conventional process after grooving.
Specifically, the data analysis unit is special software running in a computer.
The geological detection data of the working area in the step S1 is obtained through geological detection, is boulder distribution data and can be obtained through a common detection method.
In the step S2, the geological model is a model for reflecting the boulder distribution condition, and is a two-dimensional boulder distribution map of the underground of the operation area for further simplifying the processing. And the data analysis unit determines the underground two-dimensional boulder distribution map according to the boulder position and the contour of the boulder on the vertical plane of the working area according to the boulder distribution data.
And in the step S3, the data analysis unit determines an orphan distribution area through the expansion and opening and closing operation of the pattern morphology, and mainly and practically regards two or more orphans with relatively close distances as one orphan so as to facilitate the selection of the area grooving operation mode.
The step S3 of determining the boulder distribution area by the data analysis unit comprises the following steps:
S31, obtaining underground diaphragm wall width data in the design parameters of the underground diaphragm wall;
S32, dividing the working area into a plurality of vertical areas according to 100% -120% of the width of the underground diaphragm wall from the starting point of the working area; if the vertical area comprises boulders, the vertical area is marked as a vertical boulder area, and if the vertical area does not comprise boulders, the vertical area is marked as a non-boulder area;
S33, acquiring a lower line of the lowest boulder in the vertical boulder area, wherein an area above the lower line is marked as an boulder area, and an area below the lower line is marked as a non-boulder area; acquiring upper lines and lower lines of all boulders in the vertical boulder area; the area between the upper line and the lower line of the adjacent boulder in the vertical boulder area is an operation area of the boulder drill bucket; the other areas are boulder soil layer rotary digging operation areas;
s34, merging two or more adjacent boulder areas and non-boulder areas to obtain an boulder distribution area and a non-boulder distribution area in the operation area;
s35, grooving the non-boulder distribution area by adopting a conventional process; the rotary digging machine for the rotary digging operation area of the boulder soil layer in the boulder distribution area adopts a rotary digging drill bucket to form grooves, and the rotary digging machine for the operation area of the boulder rock drill bucket in the boulder distribution area adopts a rock drill bucket to form grooves.
In order to avoid the influence of detection precision, the boulder area obtained by detection is amplified during specific construction.
An alternative solution may further include the following steps in step S34: if a non-boulder area is adjacent to the boulder area, the non-boulder area is the boulder area, and further is the boulder soil layer rotary digging operation area.
Alternatively, the two-dimensional boulder profile of the underground of the working area in step S2 is obtained by expanding 20% -30% of the width of the underground continuous wall by the contour of the boulder on the vertical plane of the working area.
The invention also provides a construction method of the granite orphan geological underground diaphragm wall aiming at the scene of the underground diaphragm wall combined with curtain grouting, which comprises the following steps:
S1, drilling curtain grouting holes, taking core samples from all holes, analyzing the core samples, judging the rock-soil properties of the core samples, determining the boulder distribution or adopting encryption exploration measures, and obtaining an underground boulder distribution map; then curtain grouting construction is carried out, and construction is carried out according to a conventional construction method;
S2, determining a partition treatment scheme according to the boulder distribution condition, wherein the boulder distribution area is formed into grooves by a rotary excavator, and the non-boulder distribution area is formed into grooves by a conventional process, such as a common hydraulic grab bucket;
S3, finishing the subsequent construction of the underground diaphragm wall by adopting a conventional process after grooving.
According to the method, geological detection of an underground continuous wall operation area is realized through drilling of curtain grouting holes, and a foundation is provided for subsequent work. In addition, the construction sequence of wall forming and curtain grouting of the impervious wall body is adjusted, the situations of bending, deformation, pipe blocking and the like of the steel pipe in the working procedures of installation, concrete pouring and the like can be avoided, so that the possibility of failure is avoided, and meanwhile, the material and the installation cost of the steel pipe embedded with the curtain grouting in the wall body are also saved.
The danger-removing and reinforcing engineering of the small peak reservoir in X-free city is implemented by plastic concrete underground continuous wall (above the rock-soil boundary) and curtain grouting (below the rock-soil boundary). The plastic concrete impermeable underground diaphragm wall of the engineering main dam is arranged along the axis of the dam, and is designed to have the total length of 360m, the thickness of 0.8m and the depth of 15-45 m, and the total number of the single groove sections is 6.0m, and 60 groove sections are all arranged. According to preliminary geological exploration data, the underground diaphragm wall is grooved by adopting a conventional scheme of a hydraulic grab and a percussion drill, then an embedded steel pipe is installed, and then diaphragm wall concrete is poured. In-situ productivity tests were carried out, and a total of 4 groove sections were selected, and found: the 25# groove section and the 27# groove section can be successfully grooved by adopting a hydraulic grab bucket and complete the concrete pouring of the impervious wall, but the subsequent inspection of the quality of the steel conduit finds that the bending, deformation and pipe blocking rate of the pipeline is higher. The 43# groove section is excavated by a hydraulic grab bucket for about 12.0m and then is subjected to stone isolation, then a percussion drill is adopted to follow up, even if the percussion drill is adopted to be matched with a percussion hammer with the diameter of 100cm and the weight of 6.0t, the impact hammer cannot effectively excavate, various indexes of wall-protecting mud are normal after inspection, an uncontrollable hole collapse phenomenon occurs, the safety of a dam body is endangered, and the groove section is immediately subjected to earthwork backfilling treatment according to design unit instructions on site; the earth dam above the building base surface of the 55# groove section has shallow filling thickness, the same problem as that of the 43# groove section occurs after excavation, and the actual situation of forming grooves by granite boulder geology is shown in a macroscopic manner by draining wall protection slurry in the groove section immediately on site due to shallow excavation depth.
Then, geological reconnaissance is carried out to find that the original residual slope lamination in the construction range of the underground diaphragm wall is rich in a large amount of boulders with the diameters of 0.8-8 m, the boulders are granite with hard textures, and the compressive strength is more than 100 megapascals.
Analysis shows that due to the high hardness and smooth appearance of the granite orphan and the action of the flexible cushion layer of the dam body, the orphan is difficult to break and the hammer is offset, so that uncontrollable hole collapse occurs, and the safety of the dam is endangered; in addition, the impact drilling machine is used for forcibly perforating to form the groove, so that the safe and effective grooving can not be ensured, and the cost increase caused by reaming and hole collapse is unacceptable. Thus, the trenching process using a hydraulic grab and a percussion drill is not suitable for the present example project.
As shown in fig. 3, based on the technical scheme of the invention, the construction method adopts the following process methods:
1) And (3) drilling holes by using a CY-100 geological drilling machine, putting 10 sleeves into the holes, grouting the holes by using a curtain, taking out the total 154 holes, taking out core samples from all the holes, and recording by technicians. By uniformly analyzing the core sample data, the property of core sample rock and soil is judged, the distribution form of the boulder is determined, the distribution start-stop elevation is determined, and whether encryption exploration measures are needed or not is determined.
2) According to the analysis data of the core sample, drawing an orphan distribution map, determining the concrete part of the rotary digging groove, and determining the implementing groove section and the groove depth, wherein the residual range is still to adopt a hydraulic grab bucket for grooving, namely partition treatment, as shown in the figure. Different drilling tools are selected according to different soil and stone components in the rotary digging groove forming range, and the concrete steps are as follows: the soil layer adopts a rotary drilling bucket, so that the efficiency is high; the boulder adopts a rock drilling barrel, the height of the barrel is 1.2 meters, and the barrel is cut off and taken out by a breaker when the length of a rock column in the barrel reaches 1.0 meter. Description: the scheme needs to ensure that the impervious wall meets the design thickness and simultaneously has economical efficiency, while the smaller aperture can reduce the thickness of the formed groove and the dosage of concrete, the equipment and the machine are consumed, the drilling workload is large, the cost is obviously increased, and compared with the conventional two-drilling one-grabbing process, the reaming ratio is in an economical range. The hole diameter of the drilling hole of the engineering is 1.0m, the center distance is 0.8m, after the two-sequence holes are finished, the arc chamfer adopts a rotary drilling rig to sweep the hole once, and the minimum biting thickness of the synthetic groove is 0.8m.
3) 1 SR360R (applicable to larger boulders with the grain size of 3.0-8.0 m) and 1 SR235R (applicable to smaller boulders with the grain size of 0.8-3.0 m) are adopted, an eccentric measuring device is adopted by the equipment, the eccentricity is controlled within 5cm, and the perpendicularity is ensured to meet the design and specification requirements.
4) The biting into the groove is completed, and the hole is swept once by adopting a rotary drilling rig for the local arc chamfering, so that the minimum grooving thickness is not less than 0.8m, and the follow-up construction of the subsequent hydraulic grab bucket is facilitated.
After the groove forming of the solitary stone layer is completed, the following common soil layer groove forming, hole cleaning, concrete pouring and the like are constructed according to a conventional construction method.
According to the construction scheme, the isolated stone groove section is divided into soil layer drilling and isolated stone drilling, the technology of biting the isolated stone groove section into the groove by adopting a rotary drilling rig is adopted in the engineering, the total linear meter number of the isolated stone rotary drilling is 1328m, the total linear meter number of the soil layer rotary drilling is 4543m, and the total linear meter number is 5871m.
In the aspect of economic benefit, according to the current state of construction technology under similar domestic working conditions, the only feasible scheme is to adopt a slot milling machine for slot forming, so that the comparison scheme of the economic benefit is to adopt the slot milling machine for slot forming;
The average renting cost of the rotary drilling rig is 40 ten thousand yuan/month according to the renting cost (including the wages and the oil of drivers) of local market equipment by adopting a table class cost comparison method, and the average renting cost of the rotary drilling rig is at least 80 ten thousand yuan/month. The production efficiency of the two schemes is basically consistent, and the construction period (namely the lease time) is calculated according to 5 months. And according to an idealized model, the percentage of the casting quantity of the rotary drilling rig bitten into the groove is 13.3 percent compared with that of the groove milling machine, and the total casting quantity of the concrete is increased by 468m 3.
Therefore, if the grooving cost of a grooving machine is 400 ten thousand yuan, and the grooving cost of the grooving technology is 223.4 ten thousand yuan, the engineering construction cost of the technology is 176.6 ten thousand yuan.
In order to further improve the accuracy of the analysis of the drilling sampling data, the application also provides a drilling sampling data analysis method, which comprises the following steps:
1. Drilling and sampling in an operation area, wherein the distance between adjacent holes is 2-5 m, taking a core sample from each hole, and obtaining whether the boulder exists or not and distributing start-stop elevation data through the core sample; more specifically, the number of the drill holes is 30 or more; further, when the design thickness of the underground diaphragm wall is smaller than 2m, drilling and sampling are carried out along the axis of the continuous retaining wall; when the design thickness of the underground diaphragm wall is greater than two meters, drilling and sampling are carried out on the axis of the diaphragm wall according to a first preset hole pitch, wherein the first preset hole pitch is 3-10 m, and edge detection holes are drilled on the edge along the thickness direction of the diaphragm wall according to a second preset hole pitch, as shown in figure 5; the second preset hole pitch is 2-4 times of the first preset hole pitch.
2. Data preprocessing: normalizing the collected data, and normalizing the specific drilling position data into Z (x, y and Z), wherein x is the offset distance of the axis of the working area in the x direction, y is the distance from the starting point, Z is the depth value of the boulder, and if no boulder is recorded as the design depth of the continuous retaining wall; z (x, y, Z) drill position boulder condition data G (h) where h is used to represent the value of the thickness of the boulder, e.g., no boulder is recorded as 0.
3. And selecting a common Kriging interpolation building model, and carrying out interpolation calculation to obtain predicted scar distribution data.
The specific treatment process in the step 3 comprises the following steps:
3.1, obtaining a half-variation function of sample data; further, a semi-variance graph can be drawn according to the obtained semi-variance function, semi-variance values of different distance intervals are taken as ordinate, corresponding distance intervals are taken as abscissa, and a Gaussian model is adopted to fit the semi-variance graph so as to obtain more accurate prediction;
3.2 solving a weight coefficient according to the obtained semi-variation function by the following formula:
Σλiγ(li)＝γ(l0)，i＝1,2,...,n
Where λi is a weight coefficient, l0 is a distance between the point to be predicted and the known point, li is a distance between the known point and the known point, and γ (li) and γ (l 0) are half-variance function values of the respective distances.
3.3, Scar distribution of points to be predicted is calculated, and the weight coefficient is solved through the following formula:
G(x)＝ΣλiG(Xi)
where x in Z (x) is (1, dx), representing the orphan predictor at the dx distance, Z (Xi) represents the scar distribution value of the known sample points, and λi is the weight coefficient.
More specifically, the solution process of the common kriging interpolation can be performed by ArcGIS software, specifically comprising the following steps,
AS1, importing the standardized data obtained in the step 2 into ArcGIS software, and solving the ArcGIS software by a semi-variation function module to obtain a semi-variation function cloud image;
AS2, selecting a Gaussian variation function model AS a fitting model of a semi-variation function, and setting the step length to be 2-5 times of the thickness of the continuous retaining wall;
AS3, selecting a common Kriging method for analysis to obtain the prediction data of the underground boulder in the working area.
The accuracy of the analysis can be effectively improved based on the choice of borehole detection data normalization, the choice of a gaussian model and the choice of a common kriging model. The method can fully utilize the information of the known data points to predict the unknown region, reduces the requirement for new drilling data, and saves time and resources.
Furthermore, for the boulder dense distribution area predicted by the analysis method, the areas with more quantity and thicker thickness are included, and the accuracy of construction planning is improved by adding drilling holes to the areas for confirmation.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of exemplary embodiments according to the present application. As used herein, the singular is also intended to include the plural unless the context clearly indicates otherwise, and furthermore, it is to be understood that the terms "comprises" and/or "comprising" when used in this specification are taken to specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof.
It should be noted that, unless explicitly stated or limited otherwise, terms such as "mounted," "connected," "fixed," "disposed," and the like should be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communicated with the inside of two elements or the interaction relationship of the two elements. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
In addition, in the description of the present application, the terms "first" and "second" are used to define the components, and are merely for convenience of distinguishing the corresponding components, and unless otherwise stated, the terms have no special meaning, and thus should not be construed as limiting the scope of the present application.
While the foregoing is directed to the preferred embodiments of the present invention, it will be appreciated by those skilled in the art that changes and modifications may be made without departing from the principles of the invention, such changes and modifications are also intended to be within the scope of the invention.
Claims (5)
1. The construction method of the granite boulder geological underground diaphragm wall comprises the following steps of S1, obtaining design parameters of the underground diaphragm wall, and obtaining geological detection data of an operation area; s2, a data analysis unit builds a geological model according to geological detection data of the operation area; s3, determining an orphan distribution area by the data analysis unit according to the orphan distribution situation in the geological model, and determining a corresponding grooving operation mode and operation flow according to the orphan distribution area and the non-orphan distribution area; s4, finishing the subsequent construction of the underground diaphragm wall by adopting a conventional process after grooving; the data analysis unit is special software running in a computer, and is characterized in that geological detection data of the working area in the step S1 are obtained through drilling and sampling, and the method specifically comprises the following steps: s21, drilling and sampling in an operation area, wherein the distance between adjacent holes is 2-5 m, taking a core sample from each hole, and obtaining whether the boulder exists or not and distributing start-stop elevation data through the core sample; in step S21, the process of drilling and sampling in the working area is as follows: when the design thickness of the underground diaphragm wall is less than 2m, drilling and sampling are carried out along the axis of the diaphragm wall; when the design thickness of the underground diaphragm wall is greater than two meters, drilling and sampling are carried out on the axis of the diaphragm wall according to a first preset hole pitch, wherein the first preset hole pitch is 3-10 m, and edge detection holes are drilled on the edge along the thickness direction of the diaphragm wall according to a second preset hole pitch; the second preset hole pitch is 2-4 times of the first preset hole pitch;
S22, data preprocessing: normalizing the collected data, and normalizing specific drilling position data into Z (x, y and Z), wherein x is offset distance from the axis of the working area in the x direction, y is distance from the starting point, Z is depth value of boulder, and no boulder is recorded as the design depth of the continuous wall; z (x, y, Z) drill hole position boulder condition data G (h), wherein h is used for representing the thickness value of the boulder, and if no boulder is recorded as 0;
s23, selecting a common Kriging interpolation building model, and carrying out interpolation calculation to obtain predicted scar distribution data;
in the step S3, the boulder distribution area is formed into a groove by a rotary digging machine, and the non-boulder distribution area is formed into a groove by a conventional process, wherein the concrete method for forming the groove by the rotary digging machine is as follows:
S301, adopting a rotary drilling bucket for soil layers in an isolated stone distribution area, adopting a rock drilling barrel for isolated stones, and cutting off and taking out by using a breaker when the length of a rock column in the rock drilling barrel reaches 1.0 meter, and continuing to operate;
S302, drilling a sequence of holes, wherein the drilling hole diameter of the rotary drilling machine is larger than or equal to the design width of the continuous wall, the design width is 100% -120%, and the center distance between every two adjacent sequence of holes is the design width of the continuous wall;
s303, drilling two-sequence holes, meshing into grooves, and drilling the two-sequence holes at the central positions of two adjacent first-sequence holes, wherein the drilling holes of the rotary drilling machine are the same in diameter;
S304, after the first-order holes and the second-order holes are drilled, the rotary drilling rig scans holes by adopting a rock drill barrel with the same outer diameter as the design width of the continuous wall, and bulges formed by intersecting adjacent drilling holes are removed, so that the thickness of a formed groove is ensured to meet the design requirement of the continuous wall.
2. The granite orphan geological underground diaphragm wall construction method according to claim 1, wherein the geological model in the step S2 is a two-dimensional orphan distribution map of the ground of the working area, and the two-dimensional orphan distribution map comprises the position of the orphan and the outline of the orphan on the vertical plane of the working area; the two-dimensional boulder distribution map of the underground of the working area in the step S2 is obtained by expanding 20% -30% of the width of the underground continuous wall by the outline of the boulder on the vertical plane of the working area, and the boulder distribution area in the step S3 is an area synthesized by the boulder lower line or an extension line thereof, the earth surface, side lines on two sides of a single boulder or side line circumferences on two sides of a plurality of boulders with the distance smaller than a preset distance; the preset distance is 100% -150% of the design width of the continuous wall; the operation area outside the boulder distribution area is a non-boulder distribution area; the boulder distribution area is divided into a soil layer and boulders in the vertical direction, and the soil layer is positioned between the upper line of the boulders and the ground surface;
The step S3 of determining the boulder distribution area by the data analysis unit comprises the following steps:
S31, obtaining underground diaphragm wall width data in the design parameters of the underground diaphragm wall;
S32, dividing the working area into a plurality of vertical areas according to 100% -120% of the width of the underground diaphragm wall from the starting point of the working area; if the vertical area comprises boulders, the vertical area is marked as a vertical boulder area, and if the vertical area does not comprise boulders, the vertical area is marked as a non-boulder area;
S33, acquiring a lower line of the lowest boulder in the vertical boulder area, wherein an area above the lower line is marked as an boulder area, and an area below the lower line is marked as a non-boulder area; acquiring upper lines and lower lines of all boulders in the vertical boulder area; the area between the upper line and the lower line of the adjacent boulder in the vertical boulder area is an operation area of the boulder drill bucket; the other areas are boulder soil layer rotary digging operation areas;
S34, merging two or more adjacent boulder areas and non-boulder areas to obtain an boulder distribution area and a non-boulder distribution area in the operation area; the step S34 further includes the following steps: if the non-boulder area is adjacent to the boulder area, the non-boulder area is an boulder soil layer rotary digging operation area;
S35, grooving the non-boulder distribution area by adopting a conventional process; the rotary digging machine for the rotary digging operation area of the boulder soil layer in the boulder distribution area adopts a rotary digging drill bucket to form grooves, and the rotary digging machine for the operation area of the boulder rock drill bucket in the boulder distribution area adopts a rock drill bucket to form grooves.
3. The granite orphan geological underground diaphragm wall construction method according to claim 1, wherein said step S23 comprises the steps of:
s231, obtaining a half variation function of sample data; drawing a semi-variation graph according to the obtained semi-variation function, taking semi-variation values of different distance intervals as an ordinate, taking corresponding distance intervals as an abscissa, and fitting the semi-variation graph by adopting a Gaussian model to obtain more accurate prediction;
S233, solving a weight coefficient according to the obtained semi-variation function, and predicting the underground boulder distribution of the operation area by adopting common Kriging interpolation.
4. The granite orphan geological underground diaphragm wall construction method according to claim 1, wherein said step S23 comprises the steps of:
AS1, importing the standardized data obtained in the step S22 into ArcGIS software, and solving by a half-variation function module of the ArcGIS software to obtain a half-variation function cloud picture;
AS2, selecting a Gaussian variation function model AS a fitting model of a semi-variation function, and setting the step length to be 2-5 times of the thickness of the continuous wall;
AS3, selecting a common Kriging method for analysis to obtain the prediction data of the underground boulder in the operation area.
5. Use of the granite solitary stone geological continuous underground wall construction method according to any one of claims 1-4 in the scene of combined use of underground continuous wall and curtain grouting, characterized in that curtain grouting hole drilling is carried out before underground continuous wall construction, and geological detection of an underground continuous wall operation area is realized by taking core samples from each hole.
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| CN109723373A (en) * | 2018-12-26 | 2019-05-07 | 中铁二十五局集团第五工程有限公司 | A kind of light weathered granite stratum rotary digging drilling hole bored concrete pile construction method |
| CN110984132A (en) * | 2019-12-24 | 2020-04-10 | 广州珠江建设发展有限公司 | Construction method for grooving underground diaphragm wall under complex geological condition |
| CN111221048A (en) * | 2020-01-21 | 2020-06-02 | 山东大学 | Boulder boundary identification and imaging method based on cross-hole resistivity CT multi-scale inversion |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109723373A (en) * | 2018-12-26 | 2019-05-07 | 中铁二十五局集团第五工程有限公司 | A kind of light weathered granite stratum rotary digging drilling hole bored concrete pile construction method |
| CN110984132A (en) * | 2019-12-24 | 2020-04-10 | 广州珠江建设发展有限公司 | Construction method for grooving underground diaphragm wall under complex geological condition |
| CN111221048A (en) * | 2020-01-21 | 2020-06-02 | 山东大学 | Boulder boundary identification and imaging method based on cross-hole resistivity CT multi-scale inversion |
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