CN116815808A - Ultra-deep TRD waterproof curtain construction method for hard sand region - Google Patents
Ultra-deep TRD waterproof curtain construction method for hard sand region Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 78
- 239000004576 sand Substances 0.000 title claims abstract description 27
- 239000002689 soil Substances 0.000 claims abstract description 62
- 238000005553 drilling Methods 0.000 claims abstract description 40
- 238000012360 testing method Methods 0.000 claims abstract description 39
- 239000004568 cement Substances 0.000 claims abstract description 34
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 19
- 238000005070 sampling Methods 0.000 claims abstract description 6
- 230000004888 barrier function Effects 0.000 claims abstract description 5
- 238000004519 manufacturing process Methods 0.000 claims abstract description 3
- 239000002002 slurry Substances 0.000 claims description 17
- 238000003756 stirring Methods 0.000 claims description 14
- 238000000034 method Methods 0.000 claims description 10
- 238000013461 design Methods 0.000 claims description 9
- 239000007788 liquid Substances 0.000 claims description 9
- 230000008569 process Effects 0.000 claims description 8
- 229910000278 bentonite Inorganic materials 0.000 claims description 6
- 239000000440 bentonite Substances 0.000 claims description 6
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 6
- 239000011268 mixed slurry Substances 0.000 claims description 6
- 238000009412 basement excavation Methods 0.000 claims description 5
- 238000005259 measurement Methods 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 239000002173 cutting fluid Substances 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 3
- 238000010586 diagram Methods 0.000 claims description 3
- 230000007613 environmental effect Effects 0.000 claims description 3
- 238000011065 in-situ storage Methods 0.000 claims description 3
- 238000011835 investigation Methods 0.000 claims description 3
- 230000035699 permeability Effects 0.000 claims description 3
- 238000005086 pumping Methods 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 230000008021 deposition Effects 0.000 description 3
- 238000005299 abrasion Methods 0.000 description 2
- 239000004927 clay Substances 0.000 description 2
- 239000002893 slag Substances 0.000 description 2
- 239000000126 substance Substances 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003344 environmental pollutant Substances 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 230000035800 maturation Effects 0.000 description 1
- 238000013508 migration Methods 0.000 description 1
- 230000005012 migration Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 231100000719 pollutant Toxicity 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000003911 water pollution Methods 0.000 description 1
- 230000004580 weight loss Effects 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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/022—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil
- E02D1/025—Investigation of foundation soil in situ before construction work by investigating mechanical properties of the soil combined with sampling
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/08—Removing obstacles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
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- Structural Engineering (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Hydrology & Water Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Soil Sciences (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention relates to an ultra-deep TRD waterproof curtain construction method in a hard sand layer area; analyzing geology of an area where an underground cement-soil continuous wall is positioned; manufacturing a test wall body; determining the key points of the TRD construction method cement soil parameter values; sampling a drill core; arranging a guide groove; using a rotary drilling rig with the same width as the waterproof curtain to conduct hole guiding; and (5) constructing a TRD construction machine. According to the construction method, the rotary drilling machine with the same width as the water retaining wall is adopted to drill holes in a rotary way, the rotary drilling is utilized to detect and verify whether the geological soil layer conditions are matched with the geological survey report and perform geological barrier removal, meanwhile, the corresponding soil layer is loosened, the problem of hard sand layers is solved in a targeted way, the horizontal resistance and the vertical resistance of TRD equipment in operation are reduced, the problem of hard sand layers can be solved in a targeted way, the construction efficiency of the TRD construction method is greatly improved, meanwhile, the problems that cutters are seriously worn and shutdown occurs frequently are avoided.
Description
Technical Field
The invention relates to the technical field of construction of underground structures, in particular to a construction technology of underground continuous walls and waterproof curtains, and specifically relates to an ultra-deep TRD waterproof curtain construction method in a hard sand layer area.
Background
The TRD construction method (Trench cutting Re-mixing Deep wall method) is a construction process in which a cutting box with a cutting chain and a cutter head, which meet the design depth, is inserted into the ground, is longitudinally cut and transversely pushed into a groove, and cement is injected into the foundation to achieve the purpose of fully mixing and stirring with the undisturbed foundation to form an equal-thickness continuous wall in the ground. Currently, with the continuous maturation of the process, after a plurality of water stopping processes are added, the underground continuous wall formed by the TRD method also has the function of a water stopping curtain.
However, the TRD construction method has a weakness, for example, in a hard sand region where the ground impervious layer is mainly characterized as a heavy clay layer, because of design requirements, the bottom elevation of the TRD waterproof curtain is-28 m and enters the ground impervious layer. The TRD waterproof curtain has the depth of 49m and the width of 0.8m, and needs to pass through a hard sand layer with the standard number of the standard impact of 80-100. In the construction process of the waterproof curtain, the TRD equipment has the problems that the horizontal resistance and the vertical resistance suddenly rise to cause obvious equipment bounce, difficult footage and low propulsion efficiency. The construction of the waterproof curtain is carried out for 6 days until the 29m position, the construction efficiency is 4.5 m/day to 6 m/day, the cutter of TRD equipment is seriously worn, the shutdown is frequently carried out, great economic loss is caused, and the construction quality is also affected to a certain extent.
Disclosure of Invention
The invention aims to overcome the defects and provides a TRD waterproof curtain construction method suitable for deep sand areas.
In order to achieve the above object, the present invention is achieved by:
an ultra-deep TRD waterproof curtain construction method for a hard sand region comprises
Step 1, analyzing geology of an area where an underground cement-soil continuous wall is located;
step 2, manufacturing a test section and performing test wall construction in the test section;
step 3, determining the key points of the TRD construction method cement soil parameter values;
step 4, core drilling sampling;
step 5, measuring and paying off;
step 6, arranging a guide groove;
step 7, assembling a cutting box;
step 8, drilling holes in the rotary drilling machine;
step 9, constructing a TRD construction machine;
step 10, retracting a cutting box;
step 11, exchanging slurry;
and step 12, separating the cutting box.
Further, the step 1 includes dividing the stratum with the maximum exploration depth of 80.00m according to the stratum deposition age and the cause type according to the onsite exploration, in-situ test and indoor soil test results.
Further, the step 2 comprises the step of performing test wall construction before the TRD cement soil continuous wall is formally constructed, and constructing a closed loop test section on the construction site of the same soil layer.
In the step 3, the water stopping effect of the curtain is checked by pumping water in the test section, the cement soil continuous wall is subjected to full-depth core drilling and coring, and the color and the property, the compactness, the cement stirring uniformity, the cement content, the cementing degree, the wall integrity and the entity strength of the core sample are checked; evaluating construction quality and water stopping effect of a cement soil stirring wall process test section and a closed test section through engineering detection test data, and selecting cement soil mixing ratio parameters of an optimal TRD (total weight loss) construction method;
further, the step 4 comprises the steps of performing core drilling sampling on the equal-thickness cement soil continuous wall with different proportions, taking a group of core samples at the depths of 3m, 6m, 9m, 12m, 16m, 22m, 28m, 38m, 44m and 49m, and judging the compressive strength, the stirring uniformity and the wall permeability coefficient; the water stop test result is determined by measuring water level observation wells inside and outside the closed loop test section, and economic rationality and quality reliability are compared and selected.
Further, step 5, determining the construction start-stop position according to the coordinate datum points in the design drawing during the measurement and paying-off, and forming a measurement result book; checking an underground engineering pipeline diagram, adopting a geophysical prospecting and manual excavation mode to ascertain underground barriers and pipeline conditions, and knowing engineering geology and environmental conditions through investigation reports.
Further, in the step 6, when the guide groove is arranged, excavating a working guide groove along the waterproof curtain wall body positioning line by using excavating machine equipment, and paving steel plate paths along two sides of the guide groove; and excavating an embedded hole at the starting point position of the guide groove, and hanging the TRD embedded box into the embedded hole for assembly.
Further, when the cutting box is assembled in the step 7, the cutting box penetrates deep into the soil body to reach the designed elevation, and deviation conditions between the inside and the outside of the cutting box are monitored in real time through the inclinometer, so that the perpendicularity of the wall body is ensured to meet the design requirement. The perpendicularity error of the wall body is not more than 1/250, the deviation of the wall position is +/-20 mm, the deviation of the wall depth is 0- +50mm, and the deviation of the wall thickness is 0- +20mm.
And (3) in the step 8, the rotary drilling machine is used for guiding holes, the pile machine is leveled and centered after the rotary drilling machine is in place, the perpendicularity of the pile machine is adjusted, the drill rod is ensured to be consistent with the pile position, the deviation is within 10mm, and the error of the perpendicularity of the drilling hole is less than 0.3%. The diameter of the leading hole is 800mm, the depth of the leading hole is 48m or the depth of the drilling hole is 1 meter above the bottom elevation of the curtain; and (3) carrying out rotary drilling and hole guiding at intervals of 2m, utilizing rotary drilling and hole drilling to find out whether geological soil layer conditions are matched with a geological survey report, carrying out geological obstacle removing, loosening corresponding soil layers, carrying out concentrated piling treatment on hard residue soil after rotary drilling and hole guiding, and backfilling the soil into the hole by using on-site dry loose soil.
Further, in the step 9, when the TRD construction machine is constructed, the cutting box is pushed forward after the grouting liquid is injected by the grouting pump, and the loose soil layer after the hole is led by the rotary drilling rig is cut; the mixing amount of the injected cutting fluid or bentonite is controlled to be 100 kg-110 kg per cubic meter.
Further, in the step 10, after the excavation of the planned section is completed, the cutting box is retracted to the starting point, and the cement-soil wall which is completed by the construction is not suitable to be overlapped by less than 500mm, and the soil body added with bentonite is continuously stirred by the retraction, so that the fluidity of the mixed slurry is controlled to be 160-220 mm.
Further, in the step 11, the slurry is exchanged, namely the slurry is exchanged after the cutting box is retracted to a cutting starting point, curing liquid or cement slurry is injected, the transverse advancing speed of the cutting box and the rotating speed of a cutting chain are controlled, the spraying pressure and the flow are controlled, uniform stirring is carried out to form an equal-thickness cement soil stirring wall, and the fluidity of the curing liquid mixed slurry is preferably controlled to be 150-280 mm; when grouting into a wall, the displaced slurry is required to be treated in a centralized way, and the slurry is transported out in time after being aired.
Further, in the step 12, the cutting box is separated, the main body is separated from the cutting box after construction is completed, the cutting box is separated into 2-3 sections/time of lifting, lifting and grouting are performed simultaneously, the cavities occupied by the cutting box are ensured to be densely filled and effectively reinforced, and the equipment is cleaned and then is piled in a classified mode.
According to the construction method provided by the invention, the rotary drilling and hole guiding machine with the same width as the water-stop wall (waterproof curtain or TRD continuous wall) is adopted to perform rotary drilling and hole guiding firstly, the rotary drilling and hole guiding is utilized to inspect and verify whether the geological soil layer condition is matched with a geological survey report and perform geological barrier removal, meanwhile, the corresponding soil layer is loosened, the problem of a hard sand layer is solved in a targeted manner, the horizontal resistance and the vertical resistance of TRD equipment in working are reduced, so that the problem of the hard sand layer is solved in a targeted manner, the construction efficacy of the TRD construction method is greatly improved, and meanwhile, the problems of serious cutter abrasion and frequent shutdown are avoided.
Detailed Description
The invention is further illustrated by the following specific examples.
Because of the fact that the underground water pollution is easy to be received when the construction project is adjacent to a chemical plant and a paper mill, the design of the bottom elevation of the TRD waterproof curtain of the project needs to enter the underground-28 m, the TRD waterproof curtain is positioned on a waterproof layer and a heavy powder clay layer, the depth of the waterproof curtain needs to be 49m, the width of the waterproof curtain is 0.8m, and the waterproof curtain needs to pass through a hard sand layer with the standard penetration number of 80-100 hits.
The construction method of the ultra-deep TRD waterproof curtain comprises the following steps of
Step 1, geological analysis of underground cement soil continuous wall
According to the results of field exploration, in-situ test and indoor soil test, the stratum with the maximum exploration depth of 80.00m is divided into three categories of artificial accumulation layers, newly-deposited layers and fourth-period deposition layers according to the stratum deposition ages and formation types, and is further divided into 12 large layers and sublayers according to stratum lithology and physical and mechanical data indexes thereof.
Step 2, test wall construction
The construction of the test wall body is required before the construction of the TRD cement soil continuous wall body, and a closed and looped test section is constructed on the construction site of the same soil layer.
Step 3, the key point of the TRD construction method cement soil parameter value
And (3) pumping water in the ring to check the water stopping effect of the curtain, performing ordinary deep core drilling and coring on the cement-soil continuous wall, and checking the integrity and the entity strength of the wall body by using the color and the property, the compactness, the cement stirring uniformity, the cement content, the cementing degree and the like of the core sample. And evaluating the construction quality and the water stopping effect of the cement soil mixing wall process test section and the closed test section according to engineering detection test data, and selecting cement soil mixing ratio parameters of the optimal TRD construction method.
Step 4, core drilling sampling
Core drilling and sampling are carried out on the equal-thickness cement soil continuous walls with different proportions, and a group of core samples are taken at the depths of 3m, 6m, 9m, 12m, 16m, 22m, 28m, 38m, 44m and 49m respectively, so that the compressive strength, the stirring uniformity and the wall permeability coefficient are judged. The water stop test result is judged by measuring water level observation wells inside and outside the closed loop test section, and the optimal cement-soil mixing ratio is determined by comparing economic rationality and quality reliability, wherein the cement mixing amount is 30% (the cement consumption is 570KG per square) and the cement ratio is 1.2.
Step 5, measuring pay-off
After the value is taken, the construction start-stop position is determined according to the coordinate reference points in the design drawing, and a measurement result book is formed. Checking an underground engineering pipeline diagram, adopting a geophysical prospecting and manual excavation mode to ascertain underground barriers and pipeline conditions, and knowing engineering geology and environmental conditions through investigation reports.
Step 6, arranging guide grooves
Excavating a working guide groove along the waterproof curtain wall body positioning line by using excavator equipment, and paving steel plate paths along two sides of the guide groove. Digging a pre-buried hole with the depth of 5m multiplied by the length of 2m multiplied by the width of 1m at the starting point position of the guide groove, and hanging a TRD pre-buried box into the pre-buried hole for assembly.
Step 7, assembling the cutting box
In the process of deep penetrating the cutting box into the soil body to the designed elevation, the deviation condition between the inside and the outside of the cutting box is monitored in real time through the inclinometer, and the perpendicularity of the wall body is ensured to meet the design requirement. The perpendicularity error of the wall body is not more than 1/250, the deviation of the wall position is +/-20 mm, the deviation of the wall depth is 0- +50mm, and the deviation of the wall thickness is 0- +20mm.
Step 8, drilling rig hole guiding
After the rotary drilling rig (SDMU 280 type) is in place, leveling and centering the pile machine, and adjusting the perpendicularity of the pile machine, so that the drill rod is consistent with the pile position, the deviation is within 10mm, and the drilling perpendicularity error is less than 0.3%. The diameter of the leading hole is 800mm, and the depth of the leading hole is 48m; and (3) carrying out rotary digging and hole guiding at intervals of 2m, carrying out concentrated stacking treatment on hard slag soil after rotary digging and hole guiding, and backfilling the hard slag soil into the hole by using field dry loose soil.
Step 9, construction of TRD construction machine
The cutting box is pushed forward after the digging liquid is injected by the grouting pump, and the loose soil layer after the hole is led by the rotary drilling rig is cut. The mixing amount of the injected cutting fluid (bentonite) is controlled to be 100 kg-110 kg per cubic meter.
Step 10, retracting the cutting box
After the planned section is excavated, the cutting box is retracted to the starting point, and the lap joint of the constructed cement-soil wall is not suitable to be less than 500mm, the soil body added with bentonite is continuously stirred in the retraction, and the fluidity of the mixed slurry is controlled to be 160-220 mm.
Step 11, exchanging slurry
The slurry is exchanged after the cutting box is retracted to the cutting starting point, the curing liquid (cement slurry) is injected, the transverse pushing speed of the cutting box and the rotating speed of the cutting chain are controlled, the spraying pressure and flow are controlled, the uniform stirring is carried out to form the equal-thickness cement soil stirring wall, and the fluidity of the mixed slurry of the curing liquid is preferably controlled to be 150-280 mm. When grouting into a wall, the displaced slurry is required to be treated in a centralized way, and the slurry is transported out in time after being aired.
Step 12, separating the cutting box
After construction is completed, the main body is separated from the cutting box, the cutting box is divided into 2-3 sections/time of pulling, pulling and grouting are carried out simultaneously, so that the cavities occupied by the cutting box are ensured to be densely filled and effectively reinforced, and the equipment is cleaned and then is classified for stacking.
By the construction method of the waterproof curtain, the problem of an underground hard sand layer can be solved in a targeted manner, the horizontal resistance and the vertical resistance of TRD construction machinery during working are reduced, the serious abrasion of cutters is avoided, the construction efficiency of the ultra-deep waterproof curtain is greatly improved, and meanwhile, the pollutant migration caused by the flowing of underground water due to the construction of the waterproof curtain of an adjacent chemical plant and paper mill is effectively controlled. Therefore, the construction efficiency is greatly improved, the construction period is shortened by about one third, and hidden troubles such as equipment damage and environmental pollution are reduced.
Claims (13)
1. A construction method of ultra-deep TRD waterproof curtain in a hard sand layer area is characterized by comprising the following steps: comprising
Step 1, analyzing geology of an area where an underground cement-soil continuous wall is located;
step 2, manufacturing a test section and performing test wall construction in the test section;
step 3, determining the key points of the TRD construction method cement soil parameter values;
step 4, core drilling sampling;
step 5, measuring and paying off;
step 6, arranging a guide groove;
step 7, assembling a cutting box;
step 8, using a rotary drilling rig with the same width as the waterproof curtain to conduct hole guiding;
step 9, constructing a TRD construction machine;
step 10, retracting a cutting box;
step 11, exchanging slurry;
and step 12, separating the cutting box.
2. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: step 1 comprises dividing stratum with maximum exploration depth within 80.00m according to stratum deposit age and cause type according to field exploration, in-situ test and indoor soil test results.
3. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: and 2, performing test wall construction before the TRD cement soil continuous wall is formally constructed, and constructing a closed loop test section on the construction site of the same soil layer.
4. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: step 3, pumping water in a test section to test the water stopping effect of the curtain, carrying out full-depth core drilling and coring on the cement-soil continuous wall, and testing the color and the property, the compactness, the cement stirring uniformity, the cement content, the cementing degree, the wall integrity and the entity strength of a core sample; and evaluating the construction quality and the water stopping effect of the cement soil mixing wall process test section and the closed test section according to engineering detection test data, and selecting cement soil mixing ratio parameters of the optimal TRD construction method.
5. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: step 4, drilling cores of the equal-thickness cement soil continuous walls with different proportions, taking a group of cores at the depths of 3m, 6m, 9m, 12m, 16m, 22m, 28m, 38m, 44m and 49m respectively, and judging the compressive strength, the stirring uniformity and the wall permeability coefficient; the water stop test result is determined by measuring water level observation wells inside and outside the closed loop test section, and economic rationality and quality reliability are compared and selected.
6. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: step 5, determining the construction start-stop positions according to the coordinate datum points in the design drawing during the measurement and paying-off, and forming a measurement result book; checking an underground engineering pipeline diagram, adopting a geophysical prospecting and manual excavation mode to ascertain underground barriers and pipeline conditions, and knowing engineering geology and environmental conditions through investigation reports.
7. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: step 6, when the guide groove is arranged, excavating a working guide groove along the waterproof curtain wall body positioning line by using excavator equipment, and paving steel plate paths along two sides of the guide groove; and excavating an embedded hole at the starting point position of the guide groove, and hanging the TRD embedded box into the embedded hole for assembly.
8. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: step 7, when the cutting box is assembled, the cutting box penetrates deep into the soil body to reach the designed elevation, and deviation conditions between the inside and the outside of the cutting box are monitored in real time through an inclinometer, so that the perpendicularity of the wall body is ensured to meet the design requirement; the perpendicularity error of the wall body is not more than 1/250, the deviation of the wall position is +/-20 mm, the deviation of the wall depth is 0- +50mm, and the deviation of the wall thickness is 0- +20mm.
9. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: step 8, carrying out hole guiding on the rotary drilling machine, leveling and centering on the pile machine after the rotary drilling machine is in place, and adjusting the perpendicularity of the pile machine, so as to ensure that a drill rod is consistent with a pile position, the deviation is within 10mm, and the error of the perpendicularity of drilling is less than 0.3%; the diameter of the leading hole is 800mm, the depth of the leading hole is 48m or the depth of the drilling hole is 1 meter above the bottom elevation of the curtain; and (3) carrying out rotary drilling and hole guiding at intervals of 2m, utilizing rotary drilling and hole drilling to find out whether geological soil layer conditions are matched with a geological survey report, carrying out geological obstacle removing, loosening corresponding soil layers, carrying out concentrated piling treatment on hard residue soil after rotary drilling and hole guiding, and backfilling the soil into the hole by using on-site dry loose soil.
10. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: when the TRD construction machine is used for construction, the grouting pump is used for injecting the digging liquid, then the cutting box is pushed forward, and the loose soil layer after the hole is led by the rotary drilling rig is cut; the mixing amount of the injected cutting fluid or bentonite is controlled to be 100 kg-110 kg per cubic meter.
11. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: and step 10, after the excavation of the planned section is completed, the cutting box is retracted to a starting point, the cement-soil wall which is completed by the construction is not suitable for being overlapped by less than 500mm, and soil added with bentonite is continuously stirred during the retraction, so that the fluidity of mixed slurry is controlled between 160mm and 220mm.
12. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: step 11, replacing slurry, namely replacing the slurry after the cutting box is retracted to a cutting starting point, injecting curing liquid or cement slurry, controlling the transverse pushing speed of the cutting box and the rotating speed of a cutting chain, controlling the spraying pressure and flow, uniformly stirring to form an equal-thickness cement soil stirring wall, and controlling the fluidity of the curing liquid mixed slurry to be 150-280 mm; when grouting into a wall, the displaced slurry is required to be treated in a centralized way, and the slurry is transported out in time after being aired.
13. The construction method of ultra-deep TRD waterproof curtain in hard sand area according to claim 1, characterized in that: step 12, separating the cutting box, separating the main body from the cutting box after construction is completed, separating the cutting box into 2-3 sections/time of lifting, lifting and grouting simultaneously, ensuring that the cavity occupied by the cutting box is densely filled and effectively reinforced, and classifying and stacking after equipment is cleaned.
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| CN202310794866.3A CN116815808A (en) | 2023-06-30 | 2023-06-30 | Ultra-deep TRD waterproof curtain construction method for hard sand region |
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| CN115627788A (en) * | 2022-12-19 | 2023-01-20 | 中铁二十二局集团轨道工程有限公司 | TRD (blast furnace pressure recovery device) reinforcement construction method for metro section connection channel |
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2023
- 2023-06-30 CN CN202310794866.3A patent/CN116815808A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115627788A (en) * | 2022-12-19 | 2023-01-20 | 中铁二十二局集团轨道工程有限公司 | TRD (blast furnace pressure recovery device) reinforcement construction method for metro section connection channel |
Non-Patent Citations (1)
| Title |
|---|
| 卫中宁: ""复杂地质条件下62m超深TRD止水帷幕关键施工技术"", 《城市道桥与防洪》, 15 November 2020 (2020-11-15), pages 127 - 129 * |
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