CN112030870B - Building rubbish reinforcing river levee under sandy soil geology - Google Patents
Building rubbish reinforcing river levee under sandy soil geology Download PDFInfo
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- CN112030870B CN112030870B CN202010968315.0A CN202010968315A CN112030870B CN 112030870 B CN112030870 B CN 112030870B CN 202010968315 A CN202010968315 A CN 202010968315A CN 112030870 B CN112030870 B CN 112030870B
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- grouting
- cement
- holes
- negative pressure
- water
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- 239000002689 soil Substances 0.000 title claims abstract description 44
- 239000010813 municipal solid waste Substances 0.000 title claims description 16
- 230000003014 reinforcing Effects 0.000 title claims description 11
- 239000004568 cement Substances 0.000 claims abstract description 111
- 238000010276 construction Methods 0.000 claims abstract description 52
- 239000002699 waste material Substances 0.000 claims abstract description 45
- 239000004567 concrete Substances 0.000 claims abstract description 42
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances data:image/svg+xml;base64,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 data:image/svg+xml;base64,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 O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 38
- ODINCKMPIJJUCX-UHFFFAOYSA-N calcium monoxide Chemical compound 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[Ca]=O ODINCKMPIJJUCX-UHFFFAOYSA-N 0.000 claims abstract description 32
- 239000002245 particle Substances 0.000 claims abstract description 18
- 239000000292 calcium oxide Substances 0.000 claims abstract description 16
- 235000012255 calcium oxide Nutrition 0.000 claims abstract description 16
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 12
- 239000010419 fine particle Substances 0.000 claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 31
- 239000010959 steel Substances 0.000 claims description 31
- 239000002002 slurry Substances 0.000 claims description 26
- NTHWMYGWWRZVTN-UHFFFAOYSA-N Sodium silicate Chemical compound 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[Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 15
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- 239000011440 grout Substances 0.000 claims description 12
- 239000004570 mortar (masonry) Substances 0.000 claims description 9
- 238000005086 pumping Methods 0.000 claims description 8
- 238000007789 sealing Methods 0.000 claims description 8
- 239000004576 sand Substances 0.000 claims description 7
- 238000004873 anchoring Methods 0.000 claims description 6
- 239000010881 fly ash Substances 0.000 claims description 5
- 239000004746 geotextile Substances 0.000 claims description 5
- 210000000282 Nails Anatomy 0.000 claims description 4
- 230000000875 corresponding Effects 0.000 claims description 4
- 239000000203 mixture Substances 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 238000005553 drilling Methods 0.000 claims description 3
- 230000000149 penetrating Effects 0.000 abstract 1
- 238000005457 optimization Methods 0.000 description 5
- 238000010521 absorption reaction Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 238000006011 modification reaction Methods 0.000 description 3
- 238000005325 percolation Methods 0.000 description 3
- 230000035699 permeability Effects 0.000 description 3
- 230000001502 supplementation Effects 0.000 description 3
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 235000015450 Tilia cordata Nutrition 0.000 description 2
- 235000011941 Tilia x europaea Nutrition 0.000 description 2
- 239000012615 aggregate Substances 0.000 description 2
- 238000002955 isolation Methods 0.000 description 2
- 239000004571 lime Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000012466 permeate Substances 0.000 description 2
- 230000036975 Permeability coefficient Effects 0.000 description 1
- -1 and further Substances 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005755 formation reaction Methods 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
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Classifications
-
- 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
- E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
-
- 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
-
- 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
- E02B3/16—Sealings or joints
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
Abstract
A sandy soil geological underground construction waste reinforced river levee comprises a river levee body formed by ramming sandy soil and a cement concrete layer poured on the surface of the river levee body, wherein a modified waterproof layer is arranged between the upstream surface of the cement concrete layer and the river levee body, and is formed by mixing collapsible loess, quicklime, cement, fine-particle construction waste with the particle size not more than 10mm and medium-particle construction waste with the particle size of 15-30mm according to the mass ratio of 1.5:1:3.5:2.5:1.5 and ramming. According to the invention, the special modified waterproof layer is arranged between the upstream face of the river bank and the cement concrete layer, and is reformed by using building wastes, quicklime, cement and the like with different gradations, so that the special modified waterproof layer can be gradually combined and cured with water penetrating through the cement concrete layer, the seepage of the seepage water to the deep part inside the dam body is prevented, the strength of the dam body is further damaged, the risk potential is caused, the utilization rate of the building wastes is improved, and the waste resources are recycled.
Description
Technical Field
The invention relates to the field of recycling of construction waste in solid waste, in particular to a sandy soil geological underground construction waste reinforced river bank.
Background
The south of the west of the river belongs to a watery and watery area, and in order to prevent the river from scouring and damaging the naturally formed river bank, the river dam is generally reinforced by adopting a cement concrete river bank;
when the concrete is used for reinforcing the river levee of the river, the concrete is generally operated in such a way that the soil of the environment is used for ramming to form the rammed river levee body which is far more than the levee of the original river on the basis of the geological conditions of the section where the river levee is located, so that the water quantity in the flood prevention period is greatly increased and is spread over the river levee, and then cement concrete is poured on the surface of the river levee to reinforce and prevent water; however, under sandy soil geological conditions, because grains in a sandy soil layer are large, cementation is lacked among the grains, and the permeability coefficient is large, and in addition, the grains are soaked by river water for a long time, water inevitably permeates through cement concrete and gradually permeates into the interior of a river bank body, so that the internal strength is reduced, and even the internal water seepage causes damage to the internal structure of the river bank in the freezing and thawing process under extreme weather conditions, and the risk potential is caused.
With the rapid development of urbanization and construction industry in China, the production amount of construction waste is over hundred million tons, the total amount of the construction waste produced in 2013 in China reaches about 10 million tons, the number is increased year by year, the utilization rate of converting the construction waste into renewable resources is only 5 percent, a large amount of construction waste is abandoned, a large amount of land is occupied, and resource waste is also caused.
Disclosure of Invention
In order to solve the problems of low utilization rate of the existing construction waste and serious water seepage caused by high porosity of a river bank under sandy soil geological conditions, the invention provides a construction waste reinforced river bank under sandy soil geological conditions, which is reformed by arranging a special modified waterproof layer between the upstream surface of the river bank and a cement concrete layer and by utilizing construction waste, quicklime, cement and the like with different grades, can be gradually combined and solidified with water seeping through the cement concrete layer to prevent seepage from permeating deep inside a dam body, further destroy the strength of the dam body and cause risk hidden dangers, improve the utilization rate of the construction waste and recycle waste resources.
The technical scheme adopted by the invention for solving the technical problems is as follows: a sandy soil geological underground construction waste reinforced river levee comprises a river levee body formed by ramming sandy soil and a cement concrete layer poured on the surface of the river levee body, wherein a modified waterproof layer is arranged between the upstream surface of the cement concrete layer and the river levee body, and is formed by mixing collapsible loess, quicklime, cement, fine-particle construction waste with the particle size not more than 10mm and medium-particle construction waste with the particle size of 15-30mm according to the mass ratio of 1.5:1:3.5:2.5:1.5 and ramming.
As an optimized scheme of the construction waste reinforced river bank, geotextile is arranged between the modified waterproof layer and the river bank body.
As another optimization scheme of the construction waste reinforced river bank, a plurality of seepage columns are distributed in the modified waterproof layer along the extending direction of the river bank, the tops of the seepage columns extend into a concrete sealing box arranged at the top of the river bank, and the concrete sealing box is filled with a mixture formed by mixing cement and collapsible loess in a mass ratio of 4: 1;
the construction method of the seepage column comprises the following steps:
selecting PC pipes with through holes with the diameter of 2mm densely distributed on the surface, arranging the PC pipes in advance when the expansive soil modified waterproof layer is rammed and constructed, ensuring that the tops of the PC pipes extend out of the top surface of the river levee body, and ensuring that the top ends of the PC pipes are exposed on the top surface of the river levee when a cement concrete layer is poured;
injecting mortar into the PC pipe, and forming a seepage column after the mortar is solidified;
the mortar is prepared by mixing collapsible loess, coarse sand and water in a mass ratio of 3:5:2, and the uneven coefficient Cu of the coarse sand is d60/d10 which is more than or equal to 3.36.
As another optimization scheme of above-mentioned building rubbish reinforcing river levee, be provided with a plurality of connection anchor assembly between the upstream face on cement concrete layer and the river levee body, connect anchor assembly including being in the intraformational second steel sheet of cement concrete and being in the internal first steel sheet of river levee, and connect as an organic wholely through a connecting reinforcement between first steel sheet and the second steel sheet, first steel sheet and second steel sheet formation protrusion anchor section are worn out respectively to this connecting reinforcement's both ends.
As another optimization scheme of the construction waste reinforced river bank, a plurality of anchoring nails are uniformly distributed on two surfaces of the first steel plate and the second steel plate.
As another optimization scheme of the construction waste reinforced river bank, an impervious wall parallel to the upstream surface of the cement concrete layer is arranged in the river bank body, and the bottom of the impervious wall is 2-3m lower than the bottom of the river channel.
The construction steps of the impervious wall are as follows:
1) drawing a width boundary of the diaphragm wall on the rammed river levee body along the planned length direction of the diaphragm wall, thereby forming two parallel preset lines;
2) drilling holes symmetrically on two parallel preset lines to form a row of grouting holes and a row of negative pressure holes, wherein the grouting holes and the negative pressure holes are equal in depth, the depth of the grouting holes and the negative pressure holes is the height of the impervious wall, the distance between the grouting holes and the negative pressure holes is the width of the impervious wall, and each grouting hole and one negative pressure hole are correspondingly distributed along the center of the width of the impervious wall to form a grouting hole group;
3) inserting a PC pipe with openings at two ends into each negative pressure hole, wherein the outer wall of the PC pipe and the inner wall of the negative pressure hole have the same diameter;
4) sequentially numbering grouting hole groups consisting of one grouting hole and a corresponding negative pressure hole along the length direction of the impervious wall, and dividing the grouting hole groups into odd grouting hole groups and even grouting hole groups according to the numbers;
5) grouting two adjacent odd grouting hole groups according to the marking sequence, simultaneously pumping cement slurry into the two grouting holes during grouting, and applying negative pressure to pipe orifices at the tops of the PC pipes in the two negative pressure holes so that the cement slurry injected into the grouting holes penetrates through sandy soil geology and then enters the pipe body from the bottoms of the two PC pipes;
6) detecting the water-cement ratio of the grout pumped from the two PC pipes, and stopping grouting in the two grouting holes when the water-cement ratio of the grout is stable and unchanged to finish grouting of the two odd grouting hole groups;
7) grouting two grouting hole groups of adjacent even grouting hole groups according to the marking sequence, simultaneously pumping cement slurry into the two grouting holes during grouting, and applying negative pressure to pipe orifices at the tops of the PC pipes in the two negative pressure holes so that the cement slurry injected into the grouting holes penetrates through sandy soil geology and then enters the pipe body from the bottoms of the two PC pipes;
8) detecting the water-cement ratio of the grout pumped from the two PC pipes, and stopping grouting in the two grouting holes when the water-cement ratio of the grout is stable and unchanged to finish grouting of the two even number grouting hole groups;
9) repeating the step 5) to the step 8) until all the grouting hole groups complete grouting, namely completing grouting construction of the whole impervious wall;
10) and waiting for 7-10 days to form the impervious wall.
As another optimized scheme of the construction waste reinforced river levee, the diameters of the grouting holes and the negative pressure holes are both 0.1m, the hole distance between two adjacent grouting holes or two adjacent negative pressure holes is 0.5m, and the hole distance between the grouting holes and the negative pressure holes in any grouting hole group is 0.8 m; the pressure of pumping the cement paste in the step 5) and the step 7) is 1.5-2.0MPa, and the pressure of applying negative pressure to the top pipe orifice of the PC pipe is 1-1.5 MPa.
As another optimized scheme of the construction waste reinforced river bank, the cement paste used in the grouting in the steps 5) and 7) is formed by mixing cement, water glass and water, wherein the cement and the water are firstly mixed to form a paste with a water-cement ratio of 0.75-1:1, then the water glass is added into the paste and stirred uniformly, and the adding amount of the water glass is 2-4% of the total mass of the paste; and judging that the grouting is finished when the water-cement ratio of the slurry extracted from the PC pipe is stabilized at 0.5: 1.
As another optimization scheme of the construction waste reinforced river bank, the cement paste used in grouting in the step 5) and the step 7) comprises water, cement, fly ash and water glass, and the mass ratio of the water to the cement paste to the water glass is 0.75:1:1: 0.3; and judging that the grouting is finished when the water-cement ratio of the slurry extracted from the PC pipe is stabilized at 0.5: 1.
The construction waste used in the invention adopts crushed waste masonry and waste concrete.
The waterproof mechanism of the modified waterproof layer mainly embodies the following two aspects:
the modified waterproof layer takes medium-particle building rubbish and fine-particle building rubbish as aggregate, quicklime, cement and collapsible loess are mixed, so that a filling layer with low porosity is formed, and the porosity of the river levee body formed by ramming sandy soil is obviously greater than that of the modified waterproof layer, so that fault isolation with different porosities is formed at the junction of the medium-particle building rubbish and the fine-particle building rubbish, and the permeation rate and the permeation quantity of water in the river levee body are greatly reduced;
meanwhile, as the modified waterproof layer contains cement and quicklime, the quicklime has moisture absorption performance, after being mixed with the cement, the quicklime can gradually absorb and cure the water permeated in, and after the water seepage exceeds the absorption capacity of the quicklime, the cured lime, the cement and the construction waste particles can be mixed, condensed and cured to form a waterproof layer with certain strength and good density; the collapsible loess among them has a function of absorbing water to generate a certain volume so as to offset the expansion amount after the cement is combined with water, and can form a channel for supplementing the cement into the modified waterproof layer in cooperation with a seepage column.
The forming mechanism of the impervious wall is as follows:
during the grouting construction, slurry with certain pressure is injected into the grouting channel and is exhausted from one side of the negative pressure channel, the slurry and the negative pressure channel are combined to generate certain guiding force, and the injected cement slurry is filled in gaps of the sandy soil and is gradually solidified to form the impervious wall.
Compared with the prior art, the invention has the following beneficial effects:
1) the construction waste is applied to the construction of the river bank, so that the utilization rate of the construction waste is improved, the waste resources are recycled, the water seepage resistance and the strength of the river bank are greatly improved, and the service life of the river bank is effectively prolonged;
2) the modified waterproof layer takes medium-particle building waste and fine-particle building waste as aggregates, quicklime, cement and collapsible loess are mixed, so that a filling layer with low porosity is formed, and the porosity of a river levee body formed by ramming sandy soil is obviously greater than that of the modified waterproof layer, so that fault isolation with different porosities is formed at the junction of the medium-particle building waste and the fine-particle building waste, and the permeation rate and the permeation quantity of water in the river levee body are greatly reduced;
meanwhile, as the modified waterproof layer contains cement and quicklime, the quicklime has moisture absorption performance, after being mixed with the cement, the quicklime can gradually absorb and cure the water permeated in, and after the water seepage exceeds the absorption capacity of the quicklime, the cured lime, the cement and the construction waste particles can be mixed, condensed and cured to form a waterproof layer with certain strength and good density; wherein the collapsible loess has the function of generating a certain volume after absorbing the seepage water so as to offset the expansion amount after the combination of the cement and the water, and can be matched with seepage columns to form a channel for supplementing the cement into the modified waterproof layer;
3) according to the invention, the seepage columns are arranged, and loess in the seepage columns shrinks after absorbing seepage water, so that a seepage channel with a larger porosity is formed by matching with coarse sand, and further, cement and collapsible loess in the concrete sealing box can be slowly supplemented into the modified waterproof layer through the seepage channel, so that the effect of continuously supplementing the strength and thickness of the modified waterproof layer is achieved;
4) the invention utilizes the characteristic of good permeability of sandy soil geology to be matched with a grouting method, and finally forms the impervious wall formed by mixing sandy soil and cement, although the wall strength of the impervious wall is lower than that of a reinforced concrete wall (the strength of the impervious wall is lower than that of the existing cement concrete pouring because the impervious wall is not doped with matrixes such as reinforcing steel bars or broken stones and the like), the construction is simple, the efficiency is high, and the impervious effect is good; during construction, grouting is carried out on one side, negative pressure on the other side is matched with the grouting to form guiding force to guide slurry to form a wall, the guiding wall is formed by solidifying a sandy soil stratum by cement slurry, and the stratum permeability of sandy soil is effectively utilized, so that an underground impervious wall is built under the condition of an undisturbed stratum, the environment is protected, and the strength of the wall can be effectively improved;
5) when the anti-seepage wall is in grouting construction, the grouting holes and the negative pressure holes are matched to guide wall forming, so that the size of a groove is reduced, and the grouting holes are small due to the guide wall forming, so that the construction is more convenient during construction, and the holes are not easy to collapse; because the negative pressure hole has very large negative pressure during construction, in order to prevent hole collapse, the PC pipe is arranged in the negative pressure hole, and the arrangement of the PC pipe not only can play a role of stabilizing the negative pressure hole, but also can be retained in a wall body as a framework when the wall is formed thick, more importantly, due to the existence of the PC pipe, the horizontal transverse movement of cement paste is cut off, so that the cement paste seeped from the grouting hole gradually moves downwards to an opening at the bottom of the PC pipe in an arc shape in sandy soil, and the uniformity and consistency of grouting wall forming are greatly improved;
6) during grouting construction, the invention adopts a hole-separating grouting method of firstly pouring two adjacent odd-numbered grouting holes and then pouring two adjacent even-numbered grouting holes, so that the grouting wall forming efficiency is higher, the quality of a wall body is improved, and due to the way of pouring the wall body through the hole-separating grouting wall, the grouting influence ranges are gradually crossed, the seam is eliminated, and the problem that the seam of the impervious wall is easy to leak water is solved;
7) the water glass is added into the grouting material, so that the fluidity of the slurry is improved, more importantly, after the slurry containing the water glass is mixed with the sandy soil, the consolidation of the sandy soil and the slurry can be realized within a certain time, and the expansion characteristic of cement after meeting water can be utilized to be mixed with the corresponding sandy soil with poor gradation, so that the permeability of the sandy soil is effectively reduced.
Drawings
FIG. 1 is a schematic cross-sectional view of the present invention;
FIG. 2 is a schematic view of the installation of the connection anchor;
FIG. 3 is a schematic view of the connection anchor;
FIG. 4 is a schematic view of one construction scheme of the diaphragm wall;
FIG. 5 is a schematic diagram of a guiding wall forming mechanism of the diaphragm wall;
reference numerals: 1. the river levee comprises a river levee body, 2, a cement concrete layer, 3, a modified waterproof layer, 4, geotextile, 5, a seepage column, 6, a concrete sealing box, 7, a connecting anchoring piece, 701, a connecting reinforcing steel bar, 702, a first steel plate, 703, a second steel plate, 704, a protruding anchoring section, 705, an anchoring nail, 8, an impervious wall, 801, a grouting hole, 802, a negative pressure hole, 803 and a PC pipe.
Detailed Description
The technical solution of the present invention is further described in detail with reference to the following specific embodiments. The parts not disclosed in the present invention or the parts not specifically referred to as structures are prior art.
Example 1
As shown in fig. 1 and 2, the sandy soil geological construction waste reinforced river levee comprises a river levee body 1 formed by ramming sandy soil and a cement concrete layer 2 poured on the surface of the river levee body, wherein a modified waterproof layer 3 is arranged between the upstream surface of the cement concrete layer 2 and the river levee body 1, and the modified waterproof layer 3 is formed by mixing and ramming collapsible loess, quicklime, cement, fine-particle construction waste with the particle size not more than 10mm and medium-particle construction waste with the particle size of 15-30mm according to the mass ratio of 1.5:1:3.5:2.5: 1.5.
In this embodiment, the thickness of the modified waterproof layer 3 is generally 20-50cm, and is freely selected according to actual conditions.
The foregoing is a basic embodiment of the present invention, and further modifications, optimizations and limitations can be made on the foregoing, so as to obtain the following examples:
example 2
This embodiment is an improved scheme based on embodiment 1, and the main structure thereof is the same as embodiment 1, and the improvement point is that: as shown in fig. 1 and 2, a geotextile 4 is disposed between the modified waterproof layer 3 and the river levee body 1, and the geotextile 4 is generally selected from at least two layers, preferably from a waterproof material.
Example 3
The present embodiment is another modified scheme based on embodiment 1, and the main structure of the present embodiment is the same as that of embodiment 1, and the improvement point is that: as shown in fig. 1 and 2, a plurality of seepage columns 5 are distributed in the modified waterproof layer 3 along the extending direction of the river bank, the tops of the seepage columns 5 extend into a concrete sealing box 6 arranged at the top of the river bank, and the concrete sealing box 6 is filled with a mixture formed by mixing cement and collapsible loess in a mass ratio of 4: 1;
the construction method of the seepage column 5 comprises the following steps:
1) selecting PC pipes with through holes with the diameter of 2mm densely distributed on the surface, arranging the PC pipes in advance when the expansive soil modified waterproof layer 3 is rammed and constructed, ensuring that the tops of the PC pipes extend out of the top surface of the river levee body 1, and ensuring that the tops of the PC pipes are exposed on the top surface of the river levee when the cement concrete layer 2 is poured;
2) injecting mortar into the PC pipe, and forming a seepage column 5 after the mortar is solidified;
the mortar is prepared by mixing collapsible loess, coarse sand and water in a mass ratio of 3:5:2, and the uneven coefficient Cu of the coarse sand is d60/d10 which is more than or equal to 3.36.
In the present embodiment, the so-called concrete packing box 6 is actually a closed box made of a concrete slab, and is thus sealed in order to prevent rainwater from entering therein.
In this embodiment, the diameter of the percolation column 5 is generally 8-10cm, the bottom of the percolation column is generally not beyond the bottom of the modified waterproof layer 3, and the distance between two adjacent percolation columns 5 is 1-2 m.
Example 4
The present embodiment is another modified scheme based on embodiment 1, and the main structure of the present embodiment is the same as that of embodiment 1, and the improvement point is that: as shown in fig. 1-3, a plurality of connecting anchors 7 are disposed between the upstream surface of the cement concrete layer 2 and the river bank body 1, each connecting anchor 7 includes a second steel plate 703 located in the cement concrete layer 2 and a first steel plate 702 located in the river bank body 1, the first steel plate 702 and the second steel plate 703 are connected into a whole through a connecting steel bar 701, and two ends of the connecting steel bar 701 penetrate through the first steel plate 702 and the second steel plate 703 respectively to form a protruding anchoring section 704.
In this embodiment, the first steel plate 702 and the second steel plate 703 are made of waste steel plates, and the shape thereof may be a circle, a square, a triangle or other special shapes, and the size thereof is generally at least 0.5m 2.
In this embodiment, the length of the protruding anchor segment 704 is typically 5-10 cm.
Example 5
This embodiment is an improved scheme based on embodiment 4, and the main structure thereof is the same as embodiment 4, and the improvement point is that: as shown in fig. 3, a plurality of anchor nails 705 are distributed on both surfaces of the first steel plate 702 and the second steel plate 703.
In this embodiment, the anchor pins 705 are typically 1-2cm in diameter and 3-7cm in length.
Example 6
The present embodiment is another modified scheme based on embodiment 1, and the main structure of the present embodiment is the same as that of embodiment 1, and the improvement point is that: as shown in fig. 1, an impervious wall 8 parallel to the upstream surface of the cement concrete layer 2 is arranged in the river bank body 1, and the bottom of the impervious wall 8 is 2-3m lower than the bottom of the river.
Example 7
This embodiment is an improved scheme based on embodiment 6, and the main structure thereof is the same as that of embodiment 6, and the improvement point is that: as shown in fig. 4 and 5, the construction steps of the impervious wall 8 are as follows:
1) drawing a width boundary of the diaphragm wall on the rammed river levee body 1 along the length direction of the planned diaphragm wall, thereby forming two parallel preset lines;
2) drilling holes symmetrically on two parallel preset lines to form a row of grouting holes 801 and a row of negative pressure holes 802, wherein the grouting holes 801 and the negative pressure holes 802 are equal in depth, the depth of the grouting holes 801 and the depth of the negative pressure holes 802 are the height of the impervious wall, the distance between the grouting holes 801 and the negative pressure holes 802 is the width of the impervious wall, and each grouting hole 801 and one negative pressure hole 802 are distributed correspondingly along the center of the width of the impervious wall to form a grouting hole group;
3) a PC pipe 803 with two open ends is inserted into each negative pressure hole 802, and the outer wall of the PC pipe 803 and the inner wall of the negative pressure hole 802 have the same diameter;
4) along the length direction of the impervious wall, a grouting hole group consisting of one grouting hole 801 and a corresponding negative pressure hole 802 is numbered in sequence and is divided into an odd grouting hole group and an even grouting hole group according to the number;
5) grouting two adjacent odd grouting hole groups according to the marking sequence, simultaneously pumping cement slurry into the two grouting holes 801 during grouting, and applying negative pressure to pipe orifices at the tops of the PC pipes 803 in the two negative pressure holes 802, so that the cement slurry injected into the grouting holes 801 penetrates through sandy soil geology and then enters the pipe body from the bottoms of the two PC pipes 803;
6) detecting the water-cement ratio of the grout pumped from the two PC pipes 803, and stopping grouting into the two grouting holes 801 when the water-cement ratio of the grout is stable and unchanged, thereby completing grouting of the two odd grouting hole groups;
7) grouting two grouting hole groups of adjacent even grouting hole groups according to the marking sequence, simultaneously pumping cement slurry into the two grouting holes 801 during grouting, and applying negative pressure to pipe orifices at the tops of the PC pipes 803 in the two negative pressure holes 802, so that the cement slurry injected into the grouting holes 801 penetrates through sandy soil geology and then enters the pipe bodies from the bottoms of the two PC pipes 803;
8) detecting the water-cement ratio of the grout pumped from the two PC pipes 803, and stopping grouting into the two grouting holes 801 when the water-cement ratio of the grout is stable and unchanged, thereby completing grouting of the two even number grouting hole groups;
9) repeating the step 5) to the step 8) until all the grouting hole groups complete grouting, namely completing grouting construction of the whole impervious wall;
10) and waiting for 7-10 days to form the impervious wall.
Example 8
This embodiment is an improved scheme based on embodiment 7, and the main structure thereof is the same as that of embodiment 7, and the improvement point is that: as shown in fig. 4 and 5, the diameters of the grouting holes 2 and the negative pressure holes 3 are both 0.1m, the hole distance between two adjacent grouting holes 2 or two adjacent negative pressure holes 3 is 0.5m, and the hole distance between the grouting hole 2 and the negative pressure hole 3 in any grouting hole group is 0.8 m; the pressure of pumping the cement paste in the step 5) and the step 7) is 1.5-2.0MPa, and the pressure of applying negative pressure to the pipe orifice at the top of the PC pipe 4 is 1-1.5 MPa.
Example 9
This embodiment is another modified scheme based on embodiment 7, and the main structure thereof is the same as embodiment 7, and the improvement point is that: as shown in fig. 4 and 5, the cement paste used in the grouting in step 5) and step 7) is formed by mixing cement, water glass and water, wherein the cement and the water are firstly mixed to form a paste with a water-cement ratio of 0.75-1:1, then the water glass is added into the paste and uniformly stirred, and the adding amount of the water glass is 2-4% of the total mass of the paste; the completion of grouting is judged when the water-cement ratio of the slurry drawn out from the PC pipe 4 is stabilized at 0.5: 1.
Example 10
This embodiment is another modified scheme based on embodiment 7, and the main structure thereof is the same as embodiment 7, and the improvement point is that: as shown in fig. 4 and 5, the cement paste used in the grouting in step 5) and step 7) comprises water, cement, fly ash and water glass, and the mass ratio of the water to the cement paste to the fly ash is 0.75:1:1: 0.3; the completion of grouting is judged when the water-cement ratio of the slurry drawn out from the PC pipe 4 is stabilized at 0.5: 1.
Of course, this embodiment may also be modified based on embodiment 3, and the modification is the same as the modification made on embodiment 4.
Claims (8)
1. The utility model provides a building rubbish reinforcing river levee under sandy soil geology, includes river levee body (1) that is rammed by the sandy soil and pours cement concrete layer (2) on its surface, its characterized in that: a modified waterproof layer (3) is arranged between the upstream surface of the cement concrete layer (2) and the river levee body (1), the modified waterproof layer (3) is formed by mixing collapsible loess, quick lime, cement, fine-particle building garbage with the particle size not more than 10mm and medium-particle building garbage with the particle size of 15-30mm according to the mass ratio of 1.5:1:3.5:2.5:1.5 and then ramming, and geotextile (4) is arranged between the modified waterproof layer (3) and the river levee body (1);
a plurality of seepage columns (5) are distributed in the modified waterproof layer (3) along the extending direction of the river bank, the tops of the seepage columns (5) extend into a concrete sealing box (6) arranged at the top of the river bank, and the concrete sealing box (6) is filled with a mixture formed by mixing cement and collapsible loess in a mass ratio of 4: 1;
the construction method of the seepage column (5) comprises the following steps:
selecting PC pipes with through holes with the diameter of 2mm densely distributed on the surface, arranging the PC pipes in advance when the expansive soil modified waterproof layer (3) is rammed and constructed, ensuring that the tops of the PC pipes extend out of the top surface of the river levee body (1), and ensuring that the tops of the PC pipes are exposed on the top surface of the river levee when the cement concrete layer (2) is poured;
injecting mortar into the PC pipe, and forming a seepage column (5) after the mortar is solidified;
the mortar is prepared by mixing collapsible loess, coarse sand and water in a mass ratio of 3:5:2, and the uneven coefficient Cu = d60/d10 of the coarse sand is more than or equal to 3.36.
2. The sandy soil geology building rubbish reinforcing river levee of claim 1, characterized in that: be provided with a plurality of connection anchor assembly (7) between upstream face and the river levee body (1) of cement concrete layer (2), connect anchor assembly (7) including second steel sheet (703) that are in cement concrete layer (2) and first steel sheet (702) that are in river levee body (1), and connect as an organic whole through a connecting reinforcement (701) between first steel sheet (702) and the second steel sheet (703), first steel sheet (702) and second steel sheet (703) are worn out respectively at the both ends of this connecting reinforcement (701) and form protrusion anchor section (704).
3. The sandy soil geology building rubbish reinforcing river levee of claim 2, characterized in that: a plurality of anchoring nails (705) are distributed on the two surfaces of the first steel plate (702) and the second steel plate (703) respectively.
4. The sandy soil geology building rubbish reinforcing river levee of claim 1, characterized in that: an impervious wall (8) parallel to the upstream surface of the cement concrete layer (2) is arranged in the river bank body (1), and the bottom of the impervious wall (8) is 2-3m lower than the bottom of the river channel.
5. A sandy soil geological underground construction waste reinforced river levee according to claim 4, characterized in that the construction steps of the impervious wall (8) are as follows:
1) drawing a width boundary of the diaphragm wall on the tamped river levee body (1) along the length direction of the planned diaphragm wall, thereby forming two parallel preset lines;
2) drilling holes symmetrically on two parallel preset lines to form a row of grouting holes (801) and a row of negative pressure holes (802), wherein the grouting holes (801) and the negative pressure holes (802) are equal in depth, the depth of the grouting holes is the height of the impervious wall, the distance between the grouting holes and the negative pressure holes is the width of the impervious wall, and each grouting hole (801) and one negative pressure hole (802) are distributed correspondingly along the center of the width of the impervious wall to form a grouting hole group;
3) a PC pipe (803) with two open ends is inserted into each negative pressure hole (802), and the outer wall of the PC pipe (803) and the inner wall of the negative pressure hole (802) have the same diameter;
4) along the length direction of the impervious wall, a grouting hole group consisting of a grouting hole (801) and a corresponding negative pressure hole (802) is numbered in sequence and is divided into an odd grouting hole group and an even grouting hole group according to the number;
5) according to the marking sequence, two adjacent odd grouting hole groups are grouted, during grouting, cement slurry is pumped into the two grouting holes (801) simultaneously, negative pressure is applied to pipe orifices at the tops of PC pipes (803) in the two negative pressure holes (802), and therefore the cement slurry injected into the grouting holes (801) penetrates through sandy soil geology and enters the pipe body from the bottoms of the two PC pipes (803);
6) detecting the water-cement ratio of the grout extracted from the two PC pipes (803), and stopping grouting into the two grouting holes (801) when the water-cement ratio of the grout is stable and unchanged, thereby completing grouting of the two odd grouting hole groups;
7) grouting two grouting hole groups of adjacent even grouting hole groups according to a marking sequence, simultaneously pumping cement slurry into the two grouting holes (801) during grouting, and applying negative pressure to pipe orifices at the tops of PC pipes (803) in the two negative pressure holes (802), so that the cement slurry injected into the grouting holes (801) penetrates through sandy soil geology and then enters the pipe body from the bottoms of the two PC pipes (803);
8) detecting the water-cement ratio of the grout pumped from the two PC pipes (803), and stopping grouting into the two grouting holes (801) when the water-cement ratio of the grout is stable and unchanged, thereby completing grouting of the two even number grouting hole groups;
9) repeating the step 5) to the step 8) until all the grouting hole groups complete grouting, namely completing grouting construction of the whole impervious wall;
10) and waiting for 7-10 days to form the impervious wall.
6. The sandy soil geology building rubbish reinforcing river levee of claim 5, characterized in that: the diameters of the grouting holes (801) and the negative pressure holes (802) are both 0.1m, the hole distance between two adjacent grouting holes (801) or two adjacent negative pressure holes (802) is 0.5m, and the hole distance between the grouting holes (801) and the negative pressure holes (802) in any grouting hole group is 0.8 m; the pressure of pumping the cement paste in the step 5) and the step 7) is 1.5-2.0MPa, and the pressure of applying negative pressure to the top pipe orifice of the PC pipe (803) is 1-1.5 MPa.
7. The sandy soil geology building rubbish reinforcing river levee of claim 5, characterized in that: the cement paste used in the grouting in the step 5) and the step 7) is formed by mixing cement, water glass and water, wherein the cement and the water are firstly mixed to form a paste with a water-cement ratio of 0.75-1:1, then the water glass is added into the paste and uniformly stirred, and the adding amount of the water glass is 2-4% of the total mass of the paste; the completion of grouting is judged when the water-cement ratio of the slurry drawn out from the PC pipe (803) is stabilized at 0.5: 1.
8. The sandy soil geology building rubbish reinforcing river levee of claim 5, characterized in that: the cement paste used in the grouting in the step 5) and the step 7) comprises water, cement, fly ash and water glass, and the mass ratio of the water to the cement to the fly ash is 0.75:1:1: 0.3; the completion of grouting is judged when the water-cement ratio of the slurry drawn out from the PC pipe (803) is stabilized at 0.5: 1.
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