CN112267429B - Construction method for plugging and repairing breach of dam body of bank - Google Patents
Construction method for plugging and repairing breach of dam body of bank Download PDFInfo
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Abstract
The invention discloses a construction method for plugging and repairing a break opening of a bank dam body. The method mainly comprises the following steps: positioning the corner upright posts, installing four corner upright posts and grouting; inserting a water baffle, and constructing a middle upright column of the breach; putting down a gabion and plastering; installing a water retaining sloping plate; reinforcing the wall surface of the breach and improving the soil body; repairing and filling the breach. The method can solve the problems of long construction period, complex technology, large danger, high cost, poor continuous effect and the like of the leakage stoppage and repair of the breach of the embankment dam under the conditions of high scouring speed, large deformation of rock-soil materials, large breach range and quick expansion and evolution; the method ensures that the construction method for plugging and repairing the break opening of the dam body of the bank has the characteristics of strong environmental adaptability, simple operation, safe construction, quick response and low cost, has continuous and obvious reinforcement effect, reduces the water flow scouring of the soil body and the plugging structure, and can repair the break opening in time to prevent the dam body of the bank from collapsing and damaging.
Description
Technical Field
The invention belongs to the technical field of seepage deformation, water and soil erosion, structural damage and repair and reinforcement of a bank dam body, and particularly relates to a construction method for leak stoppage and repair of a break port of the bank dam body.
Background
In rock-soil and hydraulic structures such as bank slopes of rivers, lakes and ponds, reservoir dams, submerged roadbeds and the like, a large number of rock-soil embankment dam water retaining structures are formed, and in the process of heavy rainfall, water level rising, soaking, flood disasters and seepage, adverse effects such as water flow scouring, soil body strength reduction, stress release, hydrodynamic force dragging, breach expansion, soil particle migration loss, structure collapse and the like are generated, so that the deformation and stability of the embankment dam body are seriously influenced by water body permeation and scouring. A large number of facts prove that the seepage deformation, the burst opening expansion and the structural collapse of the dam body of the bank are influenced by other internal and external factors such as soil conditions, geometrical characteristics of the dam body of the bank, hydraulic parameters, filling compactness, improper protection and reinforcement measures and the like, under the condition, the potential safety hazards of large deformation, water and soil loss and burst opening expansion of the dam body of the bank are everywhere, once the dam is collapsed, disastrous results are generated, the plugging is difficult, and the repairing difficulty is also great. Therefore, a rapid and effective construction method is required to be adopted for plugging and repairing the breach of the dam body of the bank to prevent the occurrence of the collapse accident.
At present, the construction method for plugging and repairing the breach of the bank dam body mainly comprises the steps of piling wood piles, laying impermeable cloth, throwing and filling sand bags and heavy objects, pouring concrete and the like, the construction methods can be used for plugging the breach of the bank dam body, filling and repairing the breach and preventing water from scouring rock and soil materials, but the methods are based on experience, mainly based on the instant plugging effect and low in reinforcing strength, and meanwhile, the long-term influence of the scouring speed, the permeation aging deformation of the rock and soil materials, the rapid expansion and evolution of the breach and other influence factors on the construction method for plugging and repairing the breach is rarely considered, and the methods have no capacity under the conditions of high scouring speed, large deformation of the rock and soil materials, large breach range and rapid expansion. Therefore, the construction method for plugging and repairing the breach of the bank dam body is a technical problem, and a simple, convenient and efficient rapid construction method is not available.
Disclosure of Invention
Aiming at the problems in the prior art, the invention provides a construction method for plugging and repairing the break opening of the dam body of the bank, which has the advantages of strong environmental adaptability, simple operation, safe construction, quick effect, low cost and obvious reinforcing effect.
The invention relates to a construction method for plugging and repairing a break opening of a bank dam body, which comprises the following steps:
(1) Positioning four corner upright columns of the leaking stoppage structure according to the size of the breach of the dam body of the embankment, the hydraulic parameters of water speed and water depth; respectively arranging 1 corner upright post at two sides of a break port at the soaking side of a dam body of the bank, closely attaching the position of a reserved water baffle jack at the soaking side, enabling the bottom end of each corner upright post to extend into a bearing soil layer of the bank dam, then arranging 1 grouting pipe in each corner upright post, enabling the bottom end of each grouting pipe to be flush with the bottom end of a column body of each corner upright post, performing quick setting grouting along with the fact that the column body extends into the bearing soil layer, and then performing construction of each corner upright post and a connecting beam; the corner upright posts are steel pipe concrete rectangular posts, steel post tips are attached to the bottom ends of the posts, and concrete in the posts is doped with a high-efficiency water reducing agent, an early strength agent, an accelerator and a waterproof agent additive; the connecting beam is a square steel pipe, the corner upright posts and the connecting beam are connected by fasteners and fastened by bolts; the construction of the corner upright posts is in a static pressure or hammering mode, and the grouting mode is medium-high pressure jet grouting and penetration grouting;
(2) Inserting a water baffle at the position of the breach, close to the inserting opening of the water baffle at the water immersion side of the dam body of the bank, wherein the bottom end of the water baffle penetrates through a riverbed sludge layer and extends into a foundation soil layer of the dam; the water baffle is an antirust steel plate, 1 middle upright post is arranged on the middle back water side of the water baffle, and grouting is not needed at the bottom end of each middle upright post;
(3) A gabion is placed on the water immersion side of the water baffle at the breach position, the bottom of the gabion penetrates through a riverbed sludge layer, the top of the gabion is higher than the top surface of the sludge layer, and the gabion, the corner upright columns, the middle upright columns and the water baffle are not required to be connected; then underwater mortar plastering is carried out on the top surface of the gabion, and rough treatment is carried out; the gabion is of a steel wire mesh structure, and stones are filled in the gabion;
(4) Installing water retaining sloping plates in the water body, wherein two sides of each water retaining sloping plate are respectively connected with the corner upright posts; the water-retaining sloping plate is an antirust iron plate, and the water-immersed surface of the water-retaining sloping plate is subjected to coarse treatment by adhering sand grains;
(5) Carrying out rapid hardening and guniting reinforcement on two wall surfaces of the breach, then carrying out infiltration grouting improvement reinforcement on the dam body along the wall surfaces of the breach, wherein the distance between the reinforcement layers is larger than the width of the water baffle, and simultaneously carrying out layered reinforcement at the wall surfaces of the breach and extending into the reinforcement layers of the breach; the reinforcement is a steel bar;
(6) Finally, using plain concrete to make a breach repair cushion layer at the breach, constructing a water retaining arch which protrudes to a water body, performing coarse manufacturing treatment on two sides of the water retaining arch, filling well-graded fillers on the cushion layer at the breach in a layered manner, and compacting in a layered manner; the water retaining arch is of an anti-rust steel plate or reinforced concrete arch structure, and is subjected to sealing and embedding treatment with the breach guniting wall surface and the reinforcing layer; the filler is impermeable soil.
Specifically, in the step (1), the cross-sectional dimension of the corner upright column is 0.5m multiplied by 0.3m, the long side is perpendicular to the dam body of the bank, the distance between the corner upright column and the wall surface of the break port and the distance between the corner upright columns perpendicular to the dam body of the bank are both 1.0 to 2.0 times of the depth of the break port, and the bottom end of the corner upright column extends into the supporting layer of the dam base of the bank and is not less than 0.5 to 1.0 times of the depth of the break port; 1 grouting pipe is arranged in the corner upright column, concrete in the column is poured, the strength of the concrete is not lower than C15, and the grouting pressure is 0.4-0.8 MPa; the connecting beam is a square steel pipe with the cross section size of 0.3m multiplied by 0.3m, and concrete does not need to be poured into the connecting beam.
Specifically, the width of the water baffle in the step (2) is the distance between two corner upright columns along the direction of the bank dam body, the thickness of the water baffle is 1.0-2.0 cm, the bottom end of the water baffle extends into the foundation soil layer of the bank dam by not less than 1.0m until the water baffle is stable, and the water immersion surface of the water baffle is subjected to coarse treatment of bonded sand grains; the bottom end of the middle upright post extends into the foundation soil layer of the dam at the break port with the holding power not less than 0.5-1.0 times of the water depth, the middle upright post is a rectangular steel pipe with the cross section size of 0.5-0.8 multiplied by 0.3m, the long edge is vertical to the dam body of the dam, and when the break port is wide and the hydraulic parameters are large, the value is large, otherwise, the value is small.
Specifically, in the step (3), the length of the gabion is the length of a water baffle, the width of the gabion is the depth of water at the break opening, the top of the gabion is higher than the top surface of a sludge layer and is not lower than 0.1m, and the plastering thickness of the gabion mortar is 0.1m.
Specifically, the thickness of the water blocking inclined plate in the step (4) is 1.0-2.0 cm, two sides of the water blocking inclined plate are respectively connected with the four corner upright columns, one side of the water blocking inclined plate is connected with the tops of the corner upright columns and the connecting beam, and the other side of the water blocking inclined plate is connected with the corner upright columns at the depth of the top of the silt layer.
Specifically, the two wall surfaces of the breach in the step (5) are subjected to rapid hardening and guniting reinforcement, the thickness of the guniting layer on the wall surface is 0.1m, and the height of the guniting layer is the height of the dam body of the embankment; then, performing infiltration grouting improvement and reinforcement on the dam body of the embankment along the wall surface of the breach, wherein the distance between the reinforcing layers is larger than the width of the water baffle, and the distance between each side of the reinforcing layers is not less than 0.5m; meanwhile, ribs are layered on the wall surface of the burst opening, the distance between the ribs and the row spacing are 0.5m, the ribs extend into the reinforcing layer of the burst opening, and the length of each rib is close to the reinforcing width of each side of the burst opening.
Specifically, in the step (6), finally, plain concrete with the strength grade of C10 is used as a repairing cushion layer of the breach, and the thickness of the cushion layer is 0.1m; and filling the filler with good gradation on the cushion layer at the break port in a layering manner with the thickness of 0.5 m.
The beneficial effects produced by the technical scheme of the invention are as follows:
(1) The problems of long construction period, complex technology, high risk, high cost, poor continuous effect and the like of the dam body breach leak stoppage and repair under the conditions of high scouring speed, large deformation of rock-soil materials, large breach range and quick expansion and evolution can be solved; the dam break leakage plugging and repairing construction method has the characteristics of strong environmental adaptability, simplicity in operation, safety in construction, quick response and low cost, and the reinforcement effect is continuously obvious, so that the water flow scouring of soil bodies and the leakage plugging structure is reduced, the break can be repaired in time, and the collapse and damage of the dam body of the dam are prevented.
(2) According to the influence factors such as scouring speed, seepage deformation of rock and soil materials, rapid expansion and evolution of the breach and the like, the breach leaking stoppage and repairing construction method disclosed by the invention can be used for performing assembled construction and recovery of a leaking stoppage structure, can also be used for enhancing the strength of the leaking stoppage structure, and has better theoretical significance and economic value.
Drawings
FIG. 1 is a flow chart of the construction method of the present invention.
FIG. 2 is a schematic view of a breach leak-stopping arrangement of the present invention.
Fig. 3 is a plan view of the breach leak stoppage arrangement structure of the invention.
Fig. 4 is a cross-sectional view taken along line I-I of fig. 2.
FIG. 5 is a schematic view of the arrangement of the corner post structure and grouting pipes of the present invention.
Fig. 6 is a schematic view of the corner post bottom grout of the present invention.
Fig. 7 is a schematic view of the connection between the corner posts and the coupling beams of the present invention.
FIG. 8 is an elevation view of a breach repair site of the present invention.
In the figure, 1 is river bed sludge, 2 is a break port, 3 is a top of a bank dam, 4 is a bank dam, 5 is a bottom of the bank dam, 6 is a plaster, 7 is a water blocking sloping plate, 8 is a corner column, 9 is a connecting beam, 10 is a water level, 11 is a stone, 12 is a gabion, 13 is a water blocking plate, 14 is a bottom of the corner column, 15 is a break port wall, 16 is a break port reinforcing layer, 17 is a reinforcement, 18 is a water blocking arch, 19 is a center column, 20 is a filler, 21 is a grouting body, 22 is a holding soil layer, 23 is a grouting pipe, 24 is in-column concrete, 25 is a bottom of a column, 26 is a top of the column, 27 is a slurry flow direction, 28 is a fastener connection, 29 is a bolt fastening, 30 is a plain concrete cushion layer, 31 is a wall grouting layer, AB and AD are intervals of the two corner columns, EF is a gabion and sludge bottom, JI is a top of the gabion, QP is a top of the river bed sludge, JS is a gabion length, ejk is a gabion height, and MN is a width of the water blocking plate.
Detailed Description
The technical scheme of the invention is further described in detail by combining the attached drawings and a certain river bank break engineering embodiment.
Referring to fig. 2, which is a structural diagram of arrangement of leak stopping and repairing of a burst of a river bank in the embodiment, the river bank engineering of the embodiment is a soil body structure, the width of the top of the river bank is 6m, the thickness of riverbed sludge is 0.4m, the width of the burst is 1m, the water depth is 3m, the water level is 2m above the top of the river bank, the height of the river bank is 6.4m, and the water flow scouring speed is 1.8m/s. The construction method for plugging and repairing the river bank breach in the embodiment comprises the following steps:
(1) According to the size of a break port of a dam body of a river bank, hydraulic parameters such as water speed and water depth, the four corner upright columns 8 of the leakage blocking structure are positioned, 1 corner upright column 8 is respectively arranged on two sides of a break port 2 on the water immersion side of a soil body of the river bank, and the two sides are tightly attached to the positions of sockets of reserved water baffles 13 on the water immersion side; the cross section of each corner upright post 8 is 0.5m multiplied by 0.3m, the long side is vertical to the river bank, the distance AM between the corner upright post 8 and the burst wall surface 15 and the distance AD between the corner upright post 8 and the vertical angle upright post 8 of the embankment dam body 4 are both 4.5m, and the depth of the bottom end 14 of each corner upright post extending into the holding soil layer 22 is 2.0m; then 1 grouting pipe 23 is arranged in the corner upright post 8, and the bottom end of the grouting pipe 23 is flush with the bottom end 25 of the column body; then pouring concrete 24 in the column, wherein the strength of the concrete 24 in the column is C15; carrying out column bottom rapid hardening grouting along with the fact that the edge of the corner upright column 8 extends into the riverbed sludge 1, and then carrying out construction on the corner upright column 8 and the connecting beam 9, wherein the cross section of the connecting beam 9 is a square steel pipe with the size of 0.3m multiplied by 0.3 m; the corner upright columns 8 are steel pipe concrete rectangular columns, steel column tips 26 are attached to the bottom ends 25 of the columns, and concrete 24 in the columns is doped with additives such as a high-efficiency water reducing agent, an early strength agent, an accelerator, a waterproof agent and the like; the connecting beam 9 does not need to be poured with concrete, and the corner upright posts 8 and the connecting beam 9 are connected together by fasteners 28 and fastened by bolts 29; the angle upright post 8 is constructed in a static pressure or hammering mode; the grouting mode is medium-high pressure jet grouting and penetrating grouting, and the grouting pressure is 0.5Mpa.
(2) Inserting a water baffle 3 at a water-immersion side water baffle inserting opening tightly attached to a dam body 4 of the bank at a break opening 2, wherein the width of the water baffle 3 is 7m from the dam body 4 to two corner upright posts 8, the distance AB is 1.0cm, the thickness of the water baffle 3 is 1.0cm, the bottom end LK of the water baffle penetrates through river bed silt 1, and the extending holding force soil layer 22 is not less than 1m until the water baffle is stable; the water baffle 3 is an antirust steel plate, and the water immersion surface is subjected to coarse treatment by adhering sand grains; and then installing 1 middle upright post 19 on the middle backwater side of the water baffle 3, wherein the bottom end of the middle upright post 19 extends into the supporting soil layer 22 to a depth of 2.0m, the middle upright post 19 is a rectangular steel pipe with the cross section size of 0.5m multiplied by 0.3m, the long side is vertical to the river bank soil body 4, and grouting is not needed at the bottom end of the middle upright post 19.
(3) A gabion 12 is placed on the submerged side of the water baffle 3 at the position of the break port 2, the length AB of the gabion 12 is 7.0m, the width JS of the gabion 12 is 3.0m, the height EJ of the gabion is 0.5m, the bottom EF of the gabion penetrates through the river bed sludge 1, and the top surface JI of the gabion is 0.1m higher than the top QP of the river bed sludge; the stone cage 12, the corner upright post 8, the middle upright post 19 and the water baffle 3 do not need to be connected; secondly, performing underwater quick setting mortar plastering 6 on the top surface JI of the gabion, wherein the thickness of the mortar plastering 6 is 0.1m, and performing roughening treatment; the gabion 12 is of a steel wire mesh structure, the size of a grid is 0.1m multiplied by 0.1m, and the gabion 12 is filled with stones with the grain size not smaller than 0.1m.
(4) Installing a water retaining sloping plate 7 in a water body, wherein the thickness of the water retaining sloping plate 7 is 1.0cm, two sides of the water retaining sloping plate 7 are respectively connected with four corner upright columns 8, a CD edge on one side is connected with the tops of the corner upright columns 8 and a CD edge of a connecting beam, and the QP depth on the top of river bed silt 1 is connected with the corner upright columns 8; the water-retaining sloping plate 7 is an antirust iron plate, and the water immersion surface of the water-retaining sloping plate is subjected to coarse treatment by adhering sand grains.
(5) Carrying out rapid hardening and guniting reinforcement on two wall surfaces 15 of the breach, wherein the thickness of the guniting layer 31 of the wall surface is 0.1m, and the height of the guniting layer is 7.4m; then, performing infiltration grouting improvement reinforcement on the dam body 4 of the embankment along the breach wall surface 15, wherein the reinforcement width of each side AM and BN is 3.0m; meanwhile, ribs 17 are layered at the positions of the breach wall surface 15, the space and the row spacing of the ribs are 0.5m, the ribs extend into the breach reinforcing layer 16, the length of each rib 17 is 2.0m, and each rib 17 is a steel bar.
(6) Finally, using plain concrete with the strength grade of C10 to make a break repairing cushion layer 30 at the break 2, wherein the thickness of the cushion layer 30 is 0.1m; constructing a water retaining arch 18, wherein the water retaining arch protrudes towards the water body, and two sides of the water retaining arch 18 need to be subjected to coarse processing; filling the filler 20 with good gradation on the cushion layer at the position of the breach 2 in a layering way by the thickness of 0.5m, and compacting in a layering way; the water retaining arch 18 is of an anti-rust steel plate or reinforced concrete arch structure, and needs to be sealed and embedded with the wall surface guniting layer 31 of the breach 2 and the breach reinforcing layer 16; the filler 20 is impermeable soil.
Claims (5)
1. A construction method for plugging and repairing a breach of a bank dam body is characterized by comprising the following steps:
(1) Positioning four corner upright columns of the leaking stoppage structure according to the size of the breach of the dam body of the embankment, the hydraulic parameters of water speed and water depth; respectively arranging 1 corner upright post at two sides of a break port at the soaking side of a dam body of the bank, closely attaching the position of a reserved water baffle jack at the soaking side, enabling the bottom end of each corner upright post to extend into a bearing soil layer of the bank dam, then arranging 1 grouting pipe in each corner upright post, enabling the bottom end of each grouting pipe to be flush with the bottom end of a column body of each corner upright post, performing quick setting grouting along with the fact that the column body extends into the bearing soil layer, and then performing construction of each corner upright post and a connecting beam; the corner upright posts are steel pipe concrete rectangular posts, steel post tips are attached to the bottom ends of the posts, and concrete in the posts is doped with a high-efficiency water reducing agent, an early strength agent, an accelerator and a waterproof agent additive; the connecting beam is a square steel pipe, the corner upright posts and the connecting beam are connected by fasteners and fastened by bolts; the construction of the corner upright post is in a static pressure or hammering mode, and the grouting mode is medium-high pressure jet grouting and penetration grouting;
(2) Inserting a water baffle at the position of the breach, close to the inserting opening of the water baffle at the water immersion side of the dam body of the bank, wherein the bottom end of the water baffle penetrates through a riverbed sludge layer and extends into a foundation soil layer of the dam; the water baffle is an antirust steel plate, 1 middle upright post is arranged on the middle backwater side of the water baffle, and grouting is not needed at the bottom end of each middle upright post;
(3) A gabion is placed on the water immersion side of the water baffle at the burst position, the bottom of the gabion penetrates through a riverbed sludge layer, the top of the gabion is higher than the top surface of the sludge layer, and the gabion, the corner upright columns, the middle upright columns and the water baffle are not required to be connected; then underwater mortar plastering is carried out on the top surface of the gabion, and rough treatment is carried out; the gabion is of a steel wire mesh structure, and stones are filled in the gabion;
(4) Installing water retaining sloping plates in the water body, wherein two sides of each water retaining sloping plate are respectively connected with the corner upright posts; the water-retaining sloping plate is an antirust iron plate, and the water-immersed surface of the water-retaining sloping plate is subjected to coarse treatment by adhering sand grains;
(5) Carrying out rapid hardening and guniting reinforcement on two wall surfaces of the breach, then carrying out infiltration grouting improvement reinforcement on the dam body along the wall surfaces of the breach, wherein the distance between the reinforcement layers is larger than the width of the water baffle, and simultaneously carrying out layered reinforcement at the wall surfaces of the breach and extending into the reinforcement layers of the breach; the reinforcement is a steel bar;
(6) Finally, using plain concrete to make a breach repair cushion layer at the breach, constructing a water retaining arch which protrudes to a water body, performing coarse manufacturing treatment on two sides of the water retaining arch, filling well-graded fillers on the cushion layer at the breach in a layered manner, and compacting in a layered manner; the water retaining arch is of an anti-rust steel plate or reinforced concrete arch structure, and is subjected to sealing and embedding treatment with the breach guniting wall surface and the reinforcing layer; the filler is impermeable soil;
in the step (1), the cross section of each corner upright column is 0.5m multiplied by 0.3m, the long side is vertical to the dam body of the dam, the distance between each corner upright column and the wall surface of the break port and the distance between each corner upright column at the vertical direction of the dam body of the dam are both 1.0 to 2.0 times of the depth of the break port, and the bottom end of each corner upright column extends into the supporting layer of the dam foundation of the dam and is not less than 0.5 to 1.0 time of the depth of the break port; 1 grouting pipe is arranged in the corner upright column, concrete in the column is poured, the concrete strength is not lower than C15, and the grouting pressure is 0.4-0.8 MPa; the connecting beam is a square steel pipe with the cross section size of 0.3m multiplied by 0.3m, and concrete does not need to be poured into the connecting beam;
the width of the water baffle in the step (2) is the distance between two corner upright posts along the direction of the embankment dam body, the thickness of the water baffle is 1.0-2.0 cm, the bottom end of the water baffle extends into the foundation soil layer of the embankment dam for not less than 1.0m until the water baffle is stable, and the water immersion surface of the water baffle is subjected to coarse treatment of bonded sand grains; the bottom end of the middle upright post extends into the foundation soil layer of the dam at the break port with the holding power not less than 0.5-1.0 times of the water depth, the middle upright post is a rectangular steel pipe with the cross section size of 0.5-0.8 multiplied by 0.3m, the long edge is vertical to the dam body of the dam, and when the break port is wide and the hydraulic parameters are large, the value is large, otherwise, the value is small.
2. The construction method for plugging and repairing the breach of the bank dam according to claim 1, wherein: and (3) setting the length of the gabion as the length of a water baffle, setting the width of the gabion as the depth of water at the breach position, setting the top of the gabion higher than the top surface of a sludge layer to be not less than 0.1m and setting the mortar plastering thickness of the gabion to be 0.1m.
3. The construction method for plugging and repairing the breach of the bank dam according to claim 1, wherein: and (4) the thickness of the water retaining inclined plate is 1.0-2.0 cm, two sides of the water retaining inclined plate are respectively connected with the four corner upright posts, one side of the water retaining inclined plate is connected with the tops of the corner upright posts and the connecting beam, and the other side of the water retaining inclined plate is connected with the corner upright posts at the depth of the top of the sludge layer.
4. The construction method for plugging and repairing the breach of the bank dam according to claim 1, wherein: performing rapid hardening and guniting reinforcement on two wall surfaces of the breach in the step (5), wherein the thickness of the guniting layer on the wall surface is 0.1m, and the height is the height of the dam body of the bank; then, performing infiltration grouting improvement and reinforcement on the dam body of the embankment along the wall surface of the breach, wherein the distance between the reinforcing layers is larger than the width of the water baffle, and the distance between each side of the reinforcing layers is not less than 0.5m; meanwhile, ribs are layered on the surface of the burst opening, the distance between every two ribs and the row distance are 0.5m, the ribs stretch into the burst opening reinforcing layer, and the length of each rib is close to the reinforcing width of each side of the burst opening.
5. The construction method for plugging and repairing the breach of the bank dam according to claim 1, wherein: in the step (6), finally, plain concrete with the strength grade of C10 is used as a repairing cushion layer of the breach, and the thickness of the cushion layer is 0.1m; and filling the filler with good gradation on the cushion layer at the break port in a layering manner with the thickness of 0.5 m.
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| CN112267429A (en) | 2021-01-26 |
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