CN111851406A - Strengthening treatment method for deep-buried geological defects of riverbed - Google Patents
Strengthening treatment method for deep-buried geological defects of riverbed Download PDFInfo
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- CN111851406A CN111851406A CN202010508958.7A CN202010508958A CN111851406A CN 111851406 A CN111851406 A CN 111851406A CN 202010508958 A CN202010508958 A CN 202010508958A CN 111851406 A CN111851406 A CN 111851406A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/121—Devices for applying linings on banks or the water bottom
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/08—Wall dams
- E02B7/10—Gravity dams, i.e. those in which the weight of the structure prevents overturning
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/40—Foundations for dams across valleys or for dam constructions
Abstract
The invention discloses a strengthening treatment method for a riverbed deep-buried geological defect. Obtaining the range, the burial depth, the thickness and the occurrence of the geological defects through geological exploration; excavating a plurality of shear-resistant holes at the geological defect part at certain intervals in the direction perpendicular to the river, tracking the geological defect of rock masses between adjacent shear-resistant holes by adopting a drill guide hole according to a blocking and sorting principle, performing high-pressure water flushing by using the guide hole, replacing by adopting backfill grouting after the high-pressure water flushing is finished, reinforcing by adopting contact grouting, and finally performing concrete backfill, backfill grouting and joint grouting treatment on the shear-resistant holes. The reinforcement technology is separated from the dam main body project pouring or filling in space, can be synchronously implemented in time, does not occupy the linear construction period of a pressure project, adopts a sequence block and sequence hole block sequence interval construction technology, overcomes the hole collapse risk possibly existing in centralized opening to the greatest extent, can simultaneously maximize the utilization of the useful rock mass of the original riverbed dam foundation as the dam foundation rock mass, and greatly reduces the excavation and filling amount.
Description
Technical Field
The invention belongs to the technical field of building foundation reinforcement, particularly belongs to the technical field of dam foundation reinforcement of barrage in hydraulic and hydroelectric engineering, and particularly relates to a technology for reinforcing and treating geological defects of a deeply-buried thin layer of a wide riverbed.
Background
In the construction of water conservancy and hydropower engineering, the barrage is one of main buildings, and the quality of the rock mass of the barrage foundation plays an important role in long-term safe operation of the dam. In order to improve the anti-skid stability and anti-permeability capability of dam foundation rock mass of the barrage, the geological defects of the dam foundation are often required to be reinforced. The fault treatment is a great problem in the foundation treatment of large-scale water conservancy and hydropower engineering, and particularly, the deep-buried thin-layer geological defect is more prominent. The conventional treatment method adopts an excavation and filling method, namely, a geological defect part rock mass is completely excavated and then filled with concrete, and adopts a grouting reinforcement method to improve the mechanical property of the geological defect rock mass. Although the conventional method can meet the requirements of the anti-skid stability and the anti-permeability performance of the barrage, the conventional method has the problems of long construction period and large investment, and a single treatment means is difficult to implement due to higher replacement rate requirement or large drilling engineering quantity, so that comprehensive treatment measures need to be researched and adopted.
Disclosure of Invention
The invention discloses a strengthening treatment method for a riverbed deep-buried geological defect according to the defects of the prior art. The invention aims to provide a comprehensive treatment technology for reinforcing the deep-buried geological defects of the dam foundation of the water conservancy and hydropower wide riverbed barrage, improve the anti-slip stability and the anti-permeability capability of the dam foundation of the barrage, solve the related engineering technical problems in similar complex engineering, shorten the construction period, improve the engineering quality, reduce the engineering cost, save the construction investment of a hydropower station and ensure the safety of the construction period and the operation period of the hydropower station.
The invention is realized by the following technical scheme:
the strengthening treatment method for the deep buried geological defects of the riverbed is characterized by comprising the following steps: obtaining the range, the burial depth, the thickness and the occurrence of the geological defects through geological exploration; excavating a plurality of shear-resistant holes at the geological defect part at certain intervals in the direction perpendicular to the river, tracking the geological defect of rock masses between adjacent shear-resistant holes by adopting a drill guide hole according to a blocking and sorting principle, performing high-pressure water flushing by using the guide hole, replacing by adopting backfill grouting after the high-pressure water flushing is finished, reinforcing by adopting contact grouting, and finally performing concrete backfill, backfill grouting and joint grouting treatment on the shear-resistant holes.
The geological exploration is as follows: by means of the drilling and coring technology, exploration lines are arranged at certain intervals in the direction perpendicular to the river direction, exploration holes are arranged on each exploration line at intervals for drilling and coring and geophysical prospecting testing, an engineering geological profile is drawn according to core sample data and geophysical prospecting testing results, and parameters such as the range, the burial depth, the thickness and the attitude of geological defects are mastered.
The shear-resistant hole excavation is carried out by tracking a fault perpendicular to a river direction according to the obtained deep-buried geological defect condition of the riverbed dam foundation, the thickness of rock masses between adjacent shear-resistant holes is 15-20 m, the shear-resistant holes are of an urban gate opening type, and the width multiplied by the height is 6 multiplied by 5-6 m; when the shear tunnel is excavated, the tunnel is excavated and supported at the same time, so that the stability of the tunnel is ensured.
The drilling guide holes are formed from the geological defect exposure part of the side wall of the shear-resistant tunnel according to the principle of block and order division, and the drilling angles are distributed along the fault occurrence; the block sorting is to sequentially extend and divide the block into equal-length blocks from one end of the boundary wall fault, and each block is provided with a plurality of equally-spaced guide holes; the construction sequence is as follows: sequentially constructing all single-number sequence blocks in sequence, and sequentially constructing the remaining double-number sequence blocks in sequence; in each sequence block, the odd-numbered holes in the same sequence block are sequentially constructed firstly, after high-pressure water flushing is finished, the even-numbered holes in the same sequence block are sequentially constructed, and after high-pressure water flushing is finished, the integral sequence block is subjected to centralized deslagging.
Adopting single-row cloth holes when the thickness of the fault is within 60cm, and adopting multi-row quincunx cloth holes when the thickness of the fault is more than 60 cm; the hole distance of the drill holes is 60-100 cm; when multiple rows of holes are distributed, the holes are distributed in a quincunx mode, the axes of the drilling holes of the adjacent holes are kept parallel, and the multiple rows of holes are distributed according to a single-row and double-row sequential mode.
The high pressure water is washed, includes:
washing parameters: the pressure of washing water is 40-45 Mpa; the wind pressure is 0.5-0.7 Mpa; a fixed-point rotary spraying interval lifting process is adopted, namely fixed-point rotary spraying is carried out for 5-10 min, the interval lifting is carried out for 5-20 cm, and the rotating speed is 8-15 r/min;
The flushing method comprises the following steps: adopting a double-pipe method for washing, namely washing from bottom to top and then washing from top to bottom to finish a washing cycle; the double-pipe method washing comprises wind-water combined washing;
reciprocating type circular flushing, repeating the steps of the first step and the second step, wherein the flushing frequency of a single hole is not less than 3 times;
fourthly, discharging slag by using wind and water with large pump capacity, and washing the residual rock debris in the cavity;
fifthly, after flushing is finished, television video recording is carried out in the hole, the flushing effect is detected, and the size of the cavity is estimated;
and the backfill grouting is to backfill the cavity after the high-pressure water washing is finished by adopting cement paste or cement mortar with design parameters.
The contact grouting is to perform reinforcing grouting treatment on a gap between cement stone and an upper rock body after cement grout is dried and condensed through a supplementary drilling hole.
The shear-resistant tunnel concrete backfilling means that the shear-resistant tunnel is backfilled and plugged by adopting concrete with designed strength indexes.
And the joint grouting treatment is to drill an inclined hole on the shear-resistant tunnel side wall to the top of the cavity after backfilling and grouting for 7d, and perform contact grouting reinforcement treatment on the gap between the cement stone and the upper rock mass after the cement grout is dried and shrunk so as to improve the integrity of the joint.
The reinforcement treatment method has the benefits that:
Aiming at the geological defects of dam foundation rock masses of the riverbed of the barrage, the conventional treatment method adopts an excavation and filling method, namely, after rock masses at geological defect parts are completely excavated, concrete is used for filling, and a grouting and reinforcing method is adopted to improve the mechanical properties of the geological defect rock masses. Both the two conventional treatment methods are long in time consumption, and subsequent main engineering projects can be implemented only after geological defects are effectively treated, so that the total construction period of the projects is prolonged. The reinforcing technology of the invention treats the geological defects of the deep burial riverbed dam foundation, the geological defects are completely separated from the main dam engineering pouring or filling in space, the geological defects of the riverbed dam foundation can be synchronously implemented in time, the geological defects of the riverbed dam foundation do not occupy the straight construction period of the engineering, and the total construction period of the engineering is greatly reduced.
The construction process and the process adopt the block-by-block, sequence-by-sequence and interval construction process, and the process method can overcome the possible hole collapse risk of centralized hole opening to the greatest extent and ensure the construction efficiency and the safety.
The method can maximally utilize the useful rock mass of the dam foundation of the original riverbed as the dam foundation rock mass, only carries out targeted treatment on the fault part, greatly reduces the excavation and filling-changing amount, achieves the expected effect, can save investment, reduces the total construction period of the project, and has higher social and economic benefits.
Drawings
FIG. 1 is a schematic diagram of comprehensive reinforcement treatment arrangement of deep-buried geological defects of a riverbed according to the method of the invention;
FIG. 2 is a schematic cross-sectional view of a shear tunnel according to the method of the present invention, and FIG. 1A is an enlarged schematic view;
FIG. 3 is a schematic diagram of a shear tunnel sidewall fault and its placement of pilot holes in accordance with the method of the present invention.
In the figure, 1 is a concrete gravity dam, 2 is a tooth space, 3 is curtain grouting, 4 is a fault, 5 is a shear tunnel, 6 is a reinforcing mesh, 7 is concrete, 41 is a fault contour line, 42 is a fault center line, 43 is a single-order block, 44 is a double-order block, 45 is a single-order hole, 46 is a double-order hole, 47 is a shear tunnel top arch, and F is a water flow direction.
Detailed Description
The present invention is further described below in conjunction with the following detailed description, which is intended to further illustrate the principles of the invention and is not intended to limit the invention in any way, but is equivalent or analogous to the present invention without departing from its scope.
With reference to the attached drawings.
As shown, the tracking fault excavation method: the method is characterized in that excavation is carried out according to the fault buried depth position, the fault exposed position is guaranteed to be arranged on the side wall of the shear-resistant tunnel, and the height from the shear-resistant tunnel bottom plate is preferably 1.5-2.0 m, so that hole leading and drilling in the later period are facilitated.
After geological defect range, burial depth, thickness and output state are checked, firstly, the shearing resistant holes are dug by tracking faults at a certain interval in the direction perpendicular to the river direction, then, drilling holes are adopted for tracking the fault trend of adjacent shearing resistant hole discontinuous layers, high-pressure water washing is carried out for replacing the soft interlayer, then, the washed cavities are backfilled and replaced by cement paste or cement mortar, after the cement paste is dried and shrunk, contact reinforcing grouting is carried out on the upper gaps of the cavities, and finally, the shearing resistant holes are backfilled and blocked by concrete.
(1) Excavating the shear tunnel:
shear-resistant tunnels are perpendicular to the river direction and go deep into a riverbed and track fault excavation, the thickness of rock mass between adjacent shear-resistant tunnels is preferably 15-20 m, and the problems that drilling can track faults smoothly and high-pressure water washing can remove slag smoothly can be solved. The width multiplied by the height of the shear tunnel is preferably 6 multiplied by 5-6 m, and the width multiplied by the height is determined according to the thickness of the overlying rock mass and the quality of the dam foundation rock mass and meets the requirement of equipment operation space. When the shear tunnel is excavated, the tunnel should be excavated and supported simultaneously, so that the stability of the tunnel is ensured, and proper support parameters should be selected according to different rock mass quality grades according to the support scheme.
(2) And (3) hole guiding and drilling:
the arrangement parameters of the lead hole drilling are determined according to the thickness of the fault, the single-row hole arrangement is adopted when the thickness of the fault is within 60cm, the multi-row quincunx hole arrangement is adopted when the thickness of the fault is greater than 60cm, and the row distance between the lead hole arrangement is preferably 60-100 cm.
The hole diameter of the drilled hole is 110-130 mm, and a down-the-hole hammer flushing rotary drilling process is adopted. The hole is drilled according to the designed hole position, the drilling angle is controlled according to the fault occurrence in the drilling direction, and the axes of the drilling holes of the adjacent lead holes are kept parallel.
(3) High-pressure water washing:
washing parameters: the pressure of washing water is 40-45 Mpa; the wind pressure is 0.5-0.7 Mpa; and (3) adopting a fixed-point rotary spraying interval lifting process, namely fixed-point rotary spraying for 5-10 min, lifting for 5-20 cm at intervals, and rotating at the speed of 8-15 r/min.
The flushing method comprises the following steps: the washing is carried out by a double-tube method. The double-pipe method is characterized in that high-pressure water and high-pressure air are respectively sent to a nozzle part through an inner channel and an outer channel of a double-channel high-pressure sprayer, the diameter of the nozzle is preferably 1.7-1.8 mm, the high-pressure water forms high jet flow after passing through the nozzle to cut or wash a rock surface, the high-pressure air is sprayed out from the other channel to intensify the speed of jet flow, and meanwhile, jet air flow is formed around the jet flow, so that the washing effect is improved. Washing from bottom to top and then from top to bottom, thus completing a washing cycle.
Reciprocating type circulation washing, repeating the steps of the first step and the second step, and washing the single hole for not less than 3 times.
Fourthly, discharging slag by combining large pump amount of wind and water, and washing the residual rock debris in the cavity. The slag discharge device is changed to discharge slag in the positive and negative directions, for example, a hole washing device for geological hole construction is adopted, and the patent number is ZL 201821705246.9; a reverse hole washing device for geological hole construction, patent number ZL 201821701230.0, is used for washing holes.
Fifthly, after the flushing is finished, television recording is carried out in the hole, the flushing effect is detected, and the size of the cavity is estimated.
(4) Filling and grouting:
and (3) backfilling the cavity after the high-pressure water washing is finished by adopting cement paste or cement mortar with design parameters. Because the cavity top is irregular, the height differs, and is difficult for observing, fills the grout and has the difficult problem of top exhaust, considers that grout or cement mortar have the drying shrinkage nature, for guaranteeing that the cavity top is filled closely knit, drills partial inclined hole at the cavity top and exhausts, should have certain pressure during the grout, and keeps certain screen thick liquid time.
The micro-expansion cement is selected for filling and grouting, so that the drying shrinkage of cement grout can be reduced.
(5) Contact grouting:
and 7d, drilling an inclined hole on the side wall of the shear-resistant tunnel to the top of the cavity after filling and grouting are finished, and performing reinforcing grouting treatment on a gap between cement stones and an upper rock mass after cement grout is dried and shrunk so as to improve the integrity of the gap.
(6) Quality inspection:
and after filling grouting and contact reinforcing grouting are completed and the cement strength reaches the design requirement, respectively sampling the upper part and the lower part of the replacement layer to perform indoor medium-sized shear test, and mainly checking the strength index of the contact surface of the replacement layer and the relatively complete rock mass.
(7) Backfilling and plugging the shear-resistant hole:
and backfilling and plugging the shear-resisting tunnel by adopting concrete with a designed strength index. And reinforcing mesh sheets can be arranged around the shear-resistant tunnel to improve the mechanical property of the shear-resistant tunnel. Before concrete pouring, backfill grouting pipes are buried at the tops of the pouring sections, key slots are arranged among the sections, and joint grouting pipelines are buried. And after the concrete meets the requirements of strength and age, backfilling and grouting are firstly carried out, and then section-to-section joint grouting is carried out.
Concrete construction example
Basic overview of supporting engineering
A certain hydraulic junction project in China is located in the yellow river main stream, the river channel at the river reach of the dam site is straight, the valley is in a wide U shape, and the bottom of the valley is about 460m wide. Loess covering with a left bank height of more than 625 m-635 m and a right bank height of more than 640 m-665 m is covered, and the lower bedrock is exposed, so that the concrete gravity dam has good topographic conditions for building. The maximum dam height of the roller compacted concrete gravity dam scheme is 215m, and the volume of the concrete is about 2000 ten thousand m 3. The riverbed dam section dam foundation is located on the T2er29 rock group bedrock of the bimagal group, the rock stratum structure is dark purple red calcium argillaceous, argillaceous siltstone, sandwiched huge thick layer-middle thin layer feldspar sandstone and a small amount of silty argillaceous rock, soft rock and hard rock are distributed alternately, and the rock stratum is nearly horizontal. The bedding shear band and the argillization interlayer (the elevations are 430m, 420m and 403m) with better continuity exist in the dam foundation rock mass, so that the deep-layer anti-sliding stability of the dam foundation is controlled, and meanwhile, the deformation of the dam foundation is adversely affected. The special silt condition of the project also puts higher requirements on the rock parameters of the dam foundation, the requirement cannot be met according to the conventional design of section anti-sliding stability even if no shear band is influenced, and the shear band with good connectivity developed nearly horizontally in the dam foundation makes the anti-sliding stability of the dam foundation more prominent. Anti-skid stability of dam foundation of gravity damThe shear band is a key geological problem and a design problem faced by the project, and the shear band must be treated or thoroughly dug to improve the anti-sliding capability of the dam foundation. The shear band is thoroughly dug, the requirements of the gravity dam on skid resistance and stability can be met, the problems of long construction period and large investment exist, a single treatment means is difficult to implement due to high replacement rate requirements, and comprehensive treatment measures need to be researched and adopted.
Second, comprehensive reinforcement design of shear band
Considering that the shear zones with the elevations of 420m and 403m are deeper in buried depth, although the excavation replacement scheme is completely adopted, the maximum excavation depth reaches more than 60m, which brings difficulty to construction arrangement and organization, and the straight line construction period is longer. The shear band with the purpose of replacing the elevation 430m of the tooth socket can not only improve the comprehensive shear strength of the shear band, but also make up for the defect of insufficient shear strength of partial weak layers; the shear tunnels are arranged along the transverse river direction, and the section size is temporarily set as 6 multiplied by 5m in width multiplied by height. The thickness of the rock mass between adjacent displacement holes is controlled to be 15-18 m. And carrying out system support after the excavation of the shear-resistant tunnel is finished, then carrying out high-pressure water cutting, flushing, grouting and replacement on the shear zones with the elevations of 420m and 403m, and finally carrying out concrete backfill plugging on the shear-resistant tunnel.
Third, comprehensive reinforcement method exploration
The test section is selected on the right bank, and mainly aims at a special process test of an elevation 420m shear band, and the treatment measures of a thin-layer argillization interlayer in the shear band are mainly researched. After the original splitting grouting inspection hole is excavated and sampled, expanding excavation is carried out on the inspection exploratory hole, and the width multiplied by the height of an expanded excavation section is 5 multiplied by 3m, so that the requirements of site construction are basically met.
According to the geological condition revealed after the test exploratory hole is expanded and dug, the thickness of the thin-layer argillization interlayer is 10-20 cm, so that the adopted single-row arrangement of the guide holes is adopted. The hole diameter of the pilot hole drilling hole is 130mm, the hole distance is 60-80 cm, and the length of a single hole is about 16 m. Drilling holes according to the block and sequence and carrying out high-pressure water washing. Washing parameters: the pressure of washing water is 40-45 Mpa; the wind pressure is 0.5-0.7 Mpa; and (3) adopting a fixed-point rotary spraying interval lifting process, namely fixed-point rotary spraying for 5-10 min, lifting for 5-20 cm at intervals, and rotating at the speed of 8-15 r/min. After the high-pressure water washing is finished, a special slag discharging device is replaced to discharge slag in the positive and negative directions (a hole washing device for geological hole construction is ZL 201821705246.9, and a reverse hole washing device for geological hole construction is ZL 201821701230.0), and residual rock debris in the cavity is washed clean. And finally, backfilling and grouting the flushed cavity by using 0.45:1 cement grout, drilling an inclined hole to the top of the cavity on the shear-resistant tunnel side wall after backfilling and grouting for 7d, and performing reinforcing and grouting treatment on a gap between cement stones and an upper rock mass after the cement grout is dried and shrunk to finally achieve the purpose of reinforcing and reinforcing.
The construction application equipment comprises
1) A drilling apparatus. The pilot hole drilling adopts an YXZ-70A type hydraulic anchoring drilling machine, and the contact reinforcing grouting adopts an XY-2PC type geological drilling machine.
2) Flushing and grouting equipment. The high-pressure water washing adopts XL-50 type rotary jet drilling machine matched with ZJB (BP) -50 type high-pressure grouting pump to carry out construction, and the grouting adopts 3SNS high-pressure grouting pump.
3) An air supply device. Using 21m3XRHS366CD electric mobile high wind pressure air compressor.
Fourth, the construction effect
1) The test result of the medium shear test of the soft and weak interlayer of the shear zone at the adjacent part of the high-pressure flushing test section is as follows:
in order to compare the change of mechanical indexes of the soft and weak interlayer before and after high-pressure water washing grouting, the medium shear test result of the shear band at the adjacent part of the high-pressure washing test hole is selected as the shear strength background value of the shear band before the test. Due to the fact that the structural types of the soft interlayer are not uniform, the samples after shearing damage are reclassified, 2 groups of samples at different positions are combined and arranged, and the formed substances are similarly divided into 1 group. The specific results are as follows: the first group has a fitted curve of the anti-shearing strength tau being 0.263 sigma +0.186 according to the test results, namely the anti-shearing friction coefficient in a saturated state is 0.263 and the cohesive force is 0.186 MPa; the shear strength fitting curve has a tau of 0.261 sigma +0.064, namely the shear strength friction coefficient is 0.261, and the cohesion is 0.064 Mpa; in the second group, according to the test results, the fitted curve of the anti-shearing strength has a value of tau being 0.271 sigma +0.069, namely the anti-shearing friction coefficient in a saturated state is 0.271, and the cohesive force is 0.069 MPa; the shear strength fitting curve has tau of 0.267 sigma +0.053, namely the shear strength friction coefficient is 0.267, and the cohesive force is 0.053 MPa.
2) Preliminary result of medium shear test on contact surface of displacement body and rock body after high-pressure flushing displacement
After the filling and grouting of the test hole are finished and the cement strength reaches the design requirement, sampling the upper part and the lower part of the replacement layer in the test hole respectively to perform indoor medium-sized shear test, and mainly checking the strength index of the contact surface of the replacement layer and the relatively complete rock mass. The specific results are as follows: the upper result shows that the fitted curve of the anti-shearing strength has tau being 0.635 sigma +0.616, namely the anti-shearing friction coefficient is 0.635, and the cohesive force is 0.616MPa according to the test result; the shear strength fitting curve has a tau of 0.337 sigma +0.270, namely the shear strength friction coefficient is 0.337, and the cohesion is 0.270 Mpa; lower results: according to the test result, the fitted curve of the anti-shearing strength has a value of tau which is 0.698 sigma +0.734, namely the anti-shearing friction coefficient is 0.698, and the cohesive force is 0.734 MPa; the shear strength fitting curve has a tau of 0.445 sigma +0.335, namely the shear strength friction coefficient is 0.445, and the cohesion is 0.335 MPa.
The shear strength data of the rock mass after the high-pressure water washing replacement treatment is analyzed, the shear strength of the contact surface of the cement bonded rock mass and the upper and lower rock strata after the high-pressure water washing replacement treatment is greatly improved, and the expected effect is achieved.
Further, compared with the traditional excavation replacement scheme and grouting reinforcement method, the comprehensive treatment measure for the geological defects of the deeply buried thin layer of the wide river bed can reduce the straight-line construction period, save the investment and ensure that the treatment effect meets the quality requirement.
Claims (10)
1. A strengthening treatment method for deep buried geological defects of a riverbed is characterized by comprising the following steps: obtaining the range, the burial depth, the thickness and the occurrence of the geological defects through geological exploration; excavating a plurality of shear-resistant holes at the geological defect part at certain intervals in the direction perpendicular to the river, tracking the geological defect of rock masses between adjacent shear-resistant holes by adopting a drill guide hole according to a blocking and sorting principle, performing high-pressure water flushing by using the guide hole, replacing by adopting backfill grouting after the high-pressure water flushing is finished, reinforcing by adopting contact grouting, and finally performing concrete backfill, backfill grouting and joint grouting treatment on the shear-resistant holes.
2. The method for strengthening and treating the riverbed deep-buried geological defects according to claim 1, which is characterized in that: the geological exploration is as follows: by means of the drilling and coring technology, exploration lines are arranged at intervals in the direction perpendicular to the river direction, exploration holes are arranged at intervals on each exploration line for drilling and coring and geophysical prospecting testing, an engineering geological profile is drawn according to core sample data and geophysical prospecting testing results, and parameters such as the range, the burial depth, the thickness and the occurrence of geological defects are mastered.
3. The method for strengthening and treating the riverbed deep-buried geological defects according to claim 1, which is characterized in that: the shear-resistant hole excavation is carried out by tracking a fault perpendicular to a river direction according to the obtained deep-buried geological defect condition of the riverbed dam foundation, the thickness of rock masses between adjacent shear-resistant holes is 15-20 m, the shear-resistant holes are of an urban gate opening type, and the width multiplied by the height is 6 multiplied by 5-6 m; when the shear tunnel is excavated, the tunnel is excavated and supported at the same time, so that the stability of the tunnel is ensured.
4. The method for strengthening and treating the riverbed deep-buried geological defects according to claim 1, which is characterized in that: the drilling guide holes are formed from the geological defect exposure part of the side wall of the shear-resistant tunnel according to the principle of block and order division, and the drilling angles are distributed along the fault occurrence; the block sorting is to sequentially extend and divide the block into equal-length blocks from one end of the boundary wall fault, and each block is provided with a plurality of equally-spaced guide holes; the construction sequence is as follows: sequentially constructing all single-number sequence blocks in sequence, and sequentially constructing the remaining double-number sequence blocks in sequence; in each sequence block, the odd-numbered holes in the same sequence block are sequentially constructed firstly, after high-pressure water flushing is finished, the even-numbered holes in the same sequence block are sequentially constructed, and after high-pressure water flushing is finished, the integral sequence block is subjected to centralized deslagging.
5. The method for strengthening and treating the riverbed deep-buried geological defects according to claim 4, characterized by comprising the following steps: the drilling and guiding hole is as follows: adopting single-row cloth holes when the thickness of the fault is within 60cm, and adopting multi-row quincunx cloth holes when the thickness of the fault is more than 60 cm; the hole distance of the drill holes is 60-100 cm; when multiple rows of holes are distributed, the holes are distributed in a quincunx mode, the axes of the drilling holes of the adjacent holes are kept parallel, and the multiple rows of holes are distributed according to a single-row and double-row sequential mode.
6. The method for strengthening and treating the riverbed deep-buried geological defects according to claim 1, which is characterized in that: the high pressure water is washed, includes:
washing parameters: the pressure of washing water is 40-45 Mpa; the wind pressure is 0.5-0.7 Mpa; a fixed-point rotary spraying interval lifting process is adopted, namely fixed-point rotary spraying is carried out for 5-10 min, the interval lifting is carried out for 5-20 cm, and the rotating speed is 8-15 r/min;
the flushing method comprises the following steps: adopting a double-pipe method for washing, namely washing from bottom to top and then washing from top to bottom to finish a washing cycle; the double-pipe method washing comprises wind-water combined washing;
reciprocating type circular flushing, repeating the steps of the first step and the second step, wherein the flushing frequency of a single hole is not less than 3 times;
fourthly, discharging slag by using wind and water with large pump capacity, and washing the residual rock debris in the cavity;
fifthly, after the flushing is finished, television recording is carried out in the hole, the flushing effect is detected, and the size of the cavity is estimated.
7. The method for strengthening and treating the riverbed deep-buried geological defects according to claim 1, which is characterized in that: and the backfill grouting is to backfill the cavity after the high-pressure water washing is finished by adopting cement paste or cement mortar with design parameters.
8. The method for strengthening and treating the riverbed deep-buried geological defects according to claim 1, which is characterized in that: the contact grouting is to perform reinforcing grouting treatment on a gap between cement stone and an upper rock body after cement grout is dried and condensed through a supplementary drilling hole.
9. The method for strengthening and treating the riverbed deep-buried geological defects according to claim 1, which is characterized in that: the shear-resistant tunnel concrete backfilling means that the shear-resistant tunnel is backfilled and plugged by adopting concrete with designed strength indexes.
10. The method for strengthening and treating the riverbed deep-buried geological defects according to claim 1, which is characterized in that: and the joint grouting treatment is to drill an inclined hole on the shear-resistant tunnel side wall to the top of the cavity after backfilling and grouting for 7d, and perform contact grouting reinforcement treatment on the gap between the cement stone and the upper rock mass after the cement grout is dried and shrunk so as to improve the integrity of the joint.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005197402A (en) * | 2004-01-06 | 2005-07-21 | Hitachi Metals Ltd | Manufacturing method of laminated substrate |
| CN102720176A (en) * | 2012-06-28 | 2012-10-10 | 中国水利水电第七工程局成都水电建设工程有限公司 | Foundation strengthening treatment method |
| CN108222948A (en) * | 2017-12-29 | 2018-06-29 | 中铁二局第工程有限公司 | A kind of traversing shallow-buried Faults in Tunnels Construction of Transition Section method |
| CN110344430A (en) * | 2019-08-01 | 2019-10-18 | 黄河勘测规划设计研究院有限公司 | The buried weak intercalated layer processing method of nearly horizontal distribution in Dam Foundation Rock |
-
2020
- 2020-06-07 CN CN202010508958.7A patent/CN111851406A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005197402A (en) * | 2004-01-06 | 2005-07-21 | Hitachi Metals Ltd | Manufacturing method of laminated substrate |
| CN102720176A (en) * | 2012-06-28 | 2012-10-10 | 中国水利水电第七工程局成都水电建设工程有限公司 | Foundation strengthening treatment method |
| CN108222948A (en) * | 2017-12-29 | 2018-06-29 | 中铁二局第工程有限公司 | A kind of traversing shallow-buried Faults in Tunnels Construction of Transition Section method |
| CN110344430A (en) * | 2019-08-01 | 2019-10-18 | 黄河勘测规划设计研究院有限公司 | The buried weak intercalated layer processing method of nearly horizontal distribution in Dam Foundation Rock |
Non-Patent Citations (3)
| Title |
|---|
| 刘涛等: "锦屏一级水电站坝基f2断层水泥灌浆施工技术", 《长江工程职业技术学院学报》 * |
| 陈燕和: "苗尾水电站砂板岩坝基帷幕灌浆试验综述", 《云南水力发电》 * |
| 高勤生: "混凝土防渗墙在石头河水库右坝肩防渗加固中的应用", 《防渗技术》 * |
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