CN210066715U - Biological cement reinforced roadbed on under-consolidated and silt-blown foundation - Google Patents
Biological cement reinforced roadbed on under-consolidated and silt-blown foundation Download PDFInfo
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- CN210066715U CN210066715U CN201822173659.3U CN201822173659U CN210066715U CN 210066715 U CN210066715 U CN 210066715U CN 201822173659 U CN201822173659 U CN 201822173659U CN 210066715 U CN210066715 U CN 210066715U
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Abstract
The utility model belongs to weak soil foundation treatment field relates to a biological cement consolidates road bed on owing concretion blows silt ground. The grid gravel pile in the roadbed penetrates through the under-consolidated blowing silting foundation and is embedded into the lower horizontal bearing stratum; the plastic drainage plate is driven into the under-consolidated blowing silt foundation; the biological cement-grid reinforced cushion layer is flatly paved on the upper surface of the grid gravel pile; non-woven geotextiles are laid on the upper surface and the lower surface of the biological cement-grid reinforced cushion layer; the non-woven geotextile and the sealing membrane are sealed at the bottom of the rammed clay sealing ditch; filling soil into the embankment and filling the embankment on the non-woven geotextile on the upper surface of the biological cement-grid reinforced cushion layer; biological waterproof layers are arranged on the upper surface and the side surface of the embankment filling soil; and arranging a soil layer on the biological waterproof layer on the side surface of the embankment and planting slope protection vegetation to form an embankment side slope ecological waterproof protective layer. The utility model has the advantages of rational in infrastructure, bear the weight of dynamic height, construction cycle short, with environmental friendly etc, be a green ecological structure worth promoting.
Description
Technical Field
The utility model belongs to the technical field of the ground is handled, a roadbed structure is related to, especially, relate to a biological cement consolidates the road bed on owing to concretion blows the silt ground based on little solidification technique.
Background
At present, south China is vigorously developing south China sea reclamation island reef construction, the demand of rapid development of coastal city economy for land resources is increasing day by day, and in order to solve the problem of 'more people and less land', a large number of coastal cities adopt a large-scale mudflat reclamation mode to vigorously develop coastal national land resources, so that reclamation by reclamation land becomes an economic and efficient filling mode. Coastal areas are limited by sandstone material resources, and dredged sludge is mostly adopted for hydraulic fill, so that an under-consolidated dredged foundation with ultrahigh water content and extremely poor permeability and consolidation is generated.
At present, the vacuum preloading technology is often adopted in the engineering industry to carry out drainage consolidation on a hydraulic fill silt foundation, but the treatment period is long, the problems of low bearing capacity, large deformation after construction and the like still exist, and the bearing capacity of a roadbed and the stability of an embankment cannot be effectively improved.
Therefore, a roadbed structure with high bearing capacity, good consolidation and strong stability is needed.
SUMMERY OF THE UTILITY MODEL
To prior art's above defect or improvement demand, the utility model provides a biological cement consolidates road bed on owing concreting and blowing silted up ground, its aim at, blow silted up ground through biological cement and consolidate to owing concreting to combine drainage system's improvement to promote concreting drainage ability, thereby reduce the moisture content, shorten construction cycle, solve prior art concretionality, bearing capacity, the not enough technical problem of stability from this.
In order to achieve the above object, the utility model provides an owe to solidify and blow biological cement on the silt ground and consolidate the road bed, include: the biological cement reinforced roadbed on the under-consolidated blowing-silting foundation comprises a lower horizontal bearing layer, the under-consolidated blowing-silting foundation, an embankment, a biological waterproof layer, a culture soil layer, a slope protection vegetation and an embankment settlement control structure which is positioned between the embankment and the under-consolidated blowing-silting foundation, penetrates through the under-consolidated blowing-silting foundation and is embedded into the lower horizontal bearing layer;
the embankment settlement control structure comprises a biological cement-grid reinforced cushion layer, a pile group array consisting of a plurality of grid gravel piles, a vertical plastic drainage plate, a sealing membrane, a first non-woven geotextile and a rammed clay sealing ditch; the biological cement-grid reinforced cushion is laid on the upper surfaces of the grid gravel piles and the under-consolidated and silt-blown foundation; the plastic drainage plate is inserted into the under-consolidated and silt-blowing foundation to a position which is a preset distance away from the lower horizontal bearing layer; the sealing film is arranged in the interlayer of the first non-woven geotextile; the first non-woven geotextile is arranged between the upper surface of the consolidation silt-blowing foundation and the lower surface of the biological cement-grid reinforced cushion layer; the sealing membrane and the edge of the first non-woven geotextile are sealed at the bottom of the rammed clay sealing ditch;
the embankment is filled on the upper surface of the biological cement-grid reinforced cushion layer; the biological waterproof layer is paved on the top surface of the embankment and the upper surface of the waterproof geomembrane on the side surface; the culture soil layer is laid on the upper surface of the biological waterproof layer on the side surface of the embankment; the slope protection vegetation is planted in a culture soil layer.
Further, the under-consolidated blowing-silting foundation is formed by filling dredged silt to a preset elevation and naturally airing the dredged silt to a preset non-drainage shear strength; the first non-woven geotextile is a sandwich structure consisting of a first layer of non-woven geotextile and a second layer of non-woven geotextile; the upper surface of the under-consolidated and silt-blown foundation is sequentially paved with a first layer of non-woven geotextile, a sealing film and a second layer of non-woven geotextile from bottom to top; criss-cross filter pipes are arranged between the first layer of non-woven geotextile and the sealing film, and a horizontal drainage system of the under-consolidated and silt-blowing foundation is constructed.
Furthermore, the grid gravel pile is composed of a circumferential three-way geogrid-non-woven geotextile sleeve and non-weathered bundled gravel; the grid gravel piles are arranged in a square, rectangular or quincunx shape, and the distance is 2.0-3.0 m; the three-way geogrid-non-woven geotextile sleeve is formed by binding a first three-way geogrid and a second non-woven geotextile at intervals along the length direction of the pile body and the radial direction of the pile body; the first three-way geogrid meets the requirements that the tensile strength is not less than 300kN/m when the elongation is 0.5%, and the mesh size of the first three-way geogrid is 15-25 mm; the bundled macadam is of natural gradation, the mud content is not more than 5%, and the maximum grain size is not more than 4 cm.
Further, the biological cement-grid reinforced cushion layer comprises a second three-way geogrid, a waste tire aggregate-calcium sand mixture, a flexible grouting pipe, a flexible drainage pipe and biological cement; the second three-way geogrid is arranged in the biological cement-grid reinforced cushion layer in a layering mode by 2-3 layers in the thickness direction; the mixture is filled among the second three-dimensional geogrids of all layers to form a mixture-grid reinforced cushion layer, the compactness is 30-50%, and a third layer of non-woven geotextile is arranged on the upper surface of the mixture-grid reinforced cushion layer; the flexible grouting pipe is arranged between the upper surface of the mixture-grid reinforced cushion layer and the lower surface of the third layer of non-woven geotextile and is used for injecting urease-producing bacteria and nutrient solution into the mixture-grid reinforced cushion layer; the flexible liquid discharge pipe is arranged between the lower surface of the mixture-grid reinforced cushion layer and the upper surface of the second layer of non-woven geotextile and is used for discharging metabolic waste liquid for producing urease bacteria; the biological cement is a product of urease-producing bacteria which metabolizes by using nutrient solution.
Furthermore, the flexible grouting pipe and the flexible liquid discharge pipe are flexible plastic pipes, and the diameter of each flexible grouting pipe and each flexible liquid discharge pipe is 30-50 mm; small round holes are uniformly distributed on the pipe walls of the flexible grouting pipe and the flexible liquid discharge pipe, a layer of third non-woven geotextile is wrapped outside each grouting pipe and flexible liquid discharge pipe, and the tail ends of the third non-woven geotextile are respectively connected with a grouting pump and a liquid discharge pump; the waste tire aggregate-calcareous sand mixture is prepared by fully mixing waste tire particles, tire strips and calcareous sand, wherein the mass content of the waste tire particles is 5 +/-0.5%, and the mass content of the waste tire strips is 10 +/-0.5%; the maximum particle size of the waste tire particles is not more than 3mm, the width of the tire strip is 15-20mm, and the length of the tire strip is 40-50 mm; the maximum particle size of the calcareous sand is not more than 3 mm.
Further, the biological waterproof layer (13) is formed by spraying nutrient solution on the top and the side of the embankment (3) for solidification; the biological cement mortar is a product obtained by uniformly mixing biological mud and medium coarse sand according to the mass ratio of 1: 10; the laying thickness of the biological cement mortar is 10-15 cm; the grain diameter of the medium coarse sand is 0.5-2.0 mm.
Further, the biological mud is obtained by fully mixing and stirring equal volume of urease-producing bacteria and nutrient solution with the molar concentration of 0.5mol/L, standing and depositing, and filtering supernatant; the nutrient solution is a mixed solution of urea and calcium chloride, and the molar concentration ratio of the urea to the calcium chloride is 1: 1.
Generally, compared with the prior art, the above technical solution contemplated by the present invention can obtain the following beneficial effects:
1. the utility model discloses a roadbed structure adopts the two-way composite foundation mode of "pile foundation + reinforced bed course", and it handles reinforced bed course to close surcharge preloading technique and microorganism solidification technique, impel "the bulk body" reinforced bed course earlier with the under-consolidation blow the silt ground and take place the coordinated predeformation, then adopt microorganism solidification technique to handle the reinforced bed course of predeformation into the "semi-rigid" bed course that has certain intensity and rigidity, better load transmission system has been constituted, the bearing capacity of weak soil between the pile has been reduced, strengthen roadbed structure bearing capacity, improve its ability of controlling deformation after the worker;
2. the utility model discloses a "grid gravel pile + sand adds the muscle bed course" and be aided with the mode of plastics drain bar, the vertical-horizontal drainage system of silting ground is blown in the consolidation to the construction is owed to solidify the demand that blows silting ground worker back long period consolidation drainage. The process not only recycles the waste materials, but also does not produce substances harmful to the environment in the microbial process, and accords with the characteristics of green, economy and environmental protection.
3. The utility model discloses embankment side slope ecological water-proof layer among the roadbed structure is based on the microorganism solidification technology to be handled into biological waterproof layer, can be through laying the breed soil layer above that simultaneously, plants the bank protection vegetation, and the hydrolysate among the microorganism solidification process can provide abundant nitrogen source for the bank protection vegetation of planting, realizes energy cyclic utilization.
4. The utility model discloses a method utilizes junked tire aggregate to handle and adds the muscle bed course, and the part replaces the grit filler, and existing effect has reduced "black" pollution and the place area occupied that junked tire caused, realizes junked material resource utilization, has also effectively alleviated grit material resource shortage simultaneously, adopts microbial curing technique to handle the bulk solid to add the muscle bed course simultaneously, and green economy environmental protection agrees with the theory of china's construction economy saving type society mutually.
5. The utility model provides a roadbed structure has good vertical and horizontal drainage system, and the embankment load can be fast, effectively transmit to the pile body, can satisfy to owe the consolidation and blow the demand that becomes silted up the foundation later stage consolidation drainage and effective control embankment deformation after-construction, improve its stability.
6. The utility model provides a roadbed structure suitable for on owing to concretion blows silted up ground has rational in infrastructure, bears the dynamic height, construction cycle is short, with advantages such as environment-friendly, be a green ecological structure worth promoting.
Drawings
FIG. 1 is a schematic view of a biological cement reinforced roadbed on an under-consolidated and silt-blown foundation disclosed by the present invention;
FIG. 2 is a schematic cross-sectional view of a biological cement-grid reinforced cushion layer adopted by the present invention;
FIG. 3 is a schematic view of an ecological waterproof layer of a embankment side slope used in the present invention;
FIG. 4 is a schematic view of a grid gravel pile used in the present invention;
fig. 5 is a schematic diagram of the overlapping of the grid gravel pile and the biological cement-grid reinforced cushion layer adopted by the utility model.
The same reference numbers will be used throughout the drawings to refer to the same or like elements or structures, wherein:
1-lower lying support layer; 2-blowing the silt foundation; 3-an embankment; 4-biological cement-grid reinforcement cushion layer; 5-grating gravel piles; 6-vertical plastic drainage plates; 7-sealing film; 8-nonwoven geotextile; 9-tamping clay to seal the ditch; 10-three-way geogrid; 11-a flexible grouting pipe; 12-flexible drain pipe; 13-biological waterproof layer; 14-waterproof geomembrane; 15-cultivation soil layer; 16-revetment vegetation; 17-a drainage ditch; 18-grid-nonwoven geotextile sleeves; 19-plastic tie.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention. Furthermore, the technical features mentioned in the embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.
A biological cement reinforced roadbed on an under-consolidated blown-silt foundation is shown in figure 1 and comprises a lower horizontal holding layer 1, an under-consolidated blown-silt foundation 2, an embankment 3, a biological waterproof layer 13, a cultivation soil layer 15, a revetment vegetation 16 and an embankment settlement control structure which is arranged between the embankment 3 and the under-consolidated blown-silt foundation 2, penetrates through the under-consolidated blown-silt foundation 2 and is embedded into the lower horizontal holding layer 1;
the embankment settlement control structure comprises a biological cement-grid reinforced cushion layer 4, a pile group array consisting of a plurality of grid gravel piles 5, a vertical plastic drainage plate 6, a sealing membrane 7, a first non-woven geotextile 8 and a rammed clay sealing ditch 9; the biological cement-grid reinforced cushion layer 4 is laid on the upper surfaces of the grid gravel piles 5 and the under-consolidated and silt-blown foundation 2; the plastic drainage plate 6 is inserted into the under-consolidated and silt-blowing foundation 2 to a position which is a preset distance away from the lower horizontal bearing layer; the edges of the sealing membrane 7 and the first non-woven geotextile 8 are sealed at the bottom of the rammed clay sealing ditch 9; the embankment 3 is filled on the upper surface of the biological cement-grid reinforced cushion layer 4; the biological waterproof layer 13 is paved on the top surface of the embankment 3 and the upper surface of the side waterproof geomembrane 14; the culture soil layer 15 is paved on the upper surface of the biological waterproof layer 13 on the side surface of the embankment 3; the slope-protecting vegetation 16 is planted in the cultivation soil layer 15.
Referring to fig. 1 and 2, the consolidation-lacking siltation foundation 2 adopted by the present invention is formed by dredger fill of sludge to a predetermined elevation, and the first nonwoven geotextile 8 includes a first nonwoven geotextile 81 and a second nonwoven geotextile 82; the upper surface of the under-consolidated and silt-blown foundation 2 is sequentially paved with a first layer of non-woven geotextile 81, a sealing film 7 and a second layer of non-woven geotextile 82 from bottom to top; criss-cross filter pipes are arranged between the first layer of non-woven geotextile 81 and the sealing film 7, and a horizontal drainage system of the under-consolidated and silt-blowing foundation 2 is constructed.
Referring to fig. 2, the biological cement-grid reinforced cushion layer 4 adopted by the utility model comprises a three-dimensional geogrid 10, a waste tire aggregate-calcium sand mixture, a flexible grouting pipe 11, a flexible drain pipe 12 and biological cement; the three-way geogrid 10 is arranged in the biological cement-grid reinforced cushion layer 4 in a layering mode along the thickness direction for 2-3 layers; the mixture is filled among all layers of three-dimensional geogrids 10 to form a mixture-grid reinforced cushion layer, and the compactness is 30-50%; the flexible grouting pipe 11 is arranged on the upper surface of the mixture-grid reinforced cushion layer and is used for injecting urease-producing bacteria and nutrient solution into the mixture-grid reinforced cushion layer; the flexible liquid discharge pipe 12 is arranged on the lower surface of the mixture-grid reinforced cushion layer and is used for discharging metabolic waste liquid of urease-producing bacteria; the biological cement is generated by urease-producing bacteria by utilizing nutrient solution for metabolism induction; the nutrient solution is a mixed solution of urea and calcium chloride with the molar concentration of 1.0mol/L, and the molar concentration ratio of the urea to the calcium chloride is 1: 1.
Referring to fig. 2, the flexible grouting pipe 11 and the flexible liquid discharge pipe 12 adopted by the utility model are flexible plastic pipes with the diameter of 30-50 mm; small round holes are uniformly distributed on the pipe walls of the flexible grouting pipe 11 and the flexible liquid discharge pipe 12, a layer of third non-woven geotextile is wrapped outside the pipe, and the tail ends of the third non-woven geotextile are respectively connected with a grouting pump and a liquid discharge pump; the waste tire aggregate-calcium sand mixture is prepared by fully mixing waste tire particles, tire strips and calcium sand, wherein the mass content of the waste tire particles is controlled within the range of 5 +/-0.5%, and the mass content of the waste tire strips is controlled within the range of 10 +/-0.5%; the maximum particle size of the waste tire particles is not more than 3mm, the width of the tire strip is 15-20mm, and the length of the tire strip is 40-50 mm; the maximum particle size of the calcareous sand is not more than 3 mm.
Referring to fig. 3, the bio-waterproof layer 13 adopted by the present invention is formed by spraying a nutrient solution with a molar concentration of 1.0mol/L to bio-cement mortar laid on the top and side of the embankment 3 every 24 hours for solidification, and the spraying age is 7 days; the biological cement mortar is prepared by mixing and stirring biological mud and medium coarse sand according to the mass ratio of 1: 10; the laying thickness of the biological cement mortar is 10-15 cm; the biological mud is obtained by mixing and stirring equal volume of urease-producing bacteria and nutrient solution with the molar concentration of 0.5mol/L for 1.0h, standing and depositing for 0.5h, and filtering supernatant; the grain diameter of the medium coarse sand is 0.5-2.0 mm. The nutrient solution is mixed solution of urea and calcium chloride, and the molar concentration ratio of the urea to the calcium chloride is 1: 1.
Referring to fig. 4 and 5, the grid gravel pile 5 used in the present invention is composed of a circumferential three-dimensional geogrid-nonwoven geotextile sleeve 18 and uncolored bundled gravel; the grid gravel piles 5 are arranged in a square, rectangular or quincunx array at a distance of 2.0-3.0 m; the grid-non-woven geotextile sleeve 18 is formed by binding a first three-way geogrid and a second non-woven geotextile at intervals along the length direction of a pile body and the radial direction of the pile body by a plastic binding belt 19, and the top of the grid-non-woven geotextile sleeve is sealed by a fourth non-woven geotextile 84 after bound gravel is filled; the three-way geogrid meets the requirements that the tensile strength is not less than 300kN/m when the elongation is 0.5%, and the mesh size of the three-way geogrid is 15-25 mm; the broken stone is in natural gradation, the mud content is not more than 5%, and the maximum grain size is not more than 4 cm.
Introduce the above-mentioned construction method that the biological cement consolidates the road bed on the under-consolidated blowing silt ground down, the utility model discloses preferred construction method includes following step:
step 1: and (3) dredger fill sludge foundation construction: on the lower horizontal bearing stratum 1, adopting a conventional hydraulic fill technology to hydraulic fill the dredged sludge to a target elevation to form a hydraulic fill sludge foundation 2, and naturally airing until the shear strength of the non-drained water reaches 100 kPa;
step 2: building a temporary working platform: after the step 1 is finished, respectively laying a bamboo bask layer, a temporary non-woven geotextile layer and a temporary three-way geogrid on the surface of the silt-blowing foundation 2 from bottom to top, inserting a vertical plastic drainage plate with the length of 1m in a manual or semi-manual and semi-mechanical mode, performing drainage consolidation for 3 months by means of preloading, laying a geogrid chamber layer on the temporary three-way geogrid, filling broken stones, constructing a temporary working platform, and then determining the pile position of a grid gravel pile 5;
and step 3: constructing the grid gravel pile 5: after the step 2 is finished, the steps of digging a pile hole at a pile position, lowering a pile pipe to a preset depth by a vibration hammer, lowering a grid-non-woven geotextile sleeve 18 in the pile pipe, putting broken stones in the sleeve 18, intermittently vibrating and pulling the pipe to the ground to form a pile and the like are carried out;
the grid-non-woven geotextile sleeve 18 binds the first three-way geogrid and the second non-woven geotextile at intervals by adopting a plastic binding belt 19 along the length direction and the radial direction of the pile body; the intermittent vibration pipe drawing is that gravel is put in, vibration stops vibrating after being compacted, and pulls out the pipe certain distance along pile body length direction with predetermined speed, and then repeats operations such as gravel putting in, vibration, pipe drawing, and the like until the pile pipe is pulled out to ground. Specifically, for example, the pipe drawing process may be stopped every 50cm along the length direction of the pile body at a speed of 1m/min, and the gravel throwing, vibrating and pipe drawing processes may be repeated after the vibration is continued for 20 seconds until the pile pipe is drawn to the ground.
And 4, step 4: and (3) constructing a biological cement-grid reinforced cushion layer 4 and filling an embankment 3: after the step 3 is finished, recovering construction materials of temporary working platforms such as bamboo bas, temporary non-woven geotextile, temporary three-way geogrids, geocells, broken stones and the like, then sequentially laying a first layer of non-woven geotextile 81, a sealing film 7, a second layer of non-woven geotextile 82 and a flexible liquid discharge pipe 12 on the top of the grid gravel pile 5 from bottom to top, and arranging a filter pipe between the first layer of non-woven geotextile 81 and the sealing film 7; then laying three-way geogrids 10 and waste tire aggregate-calcium sand mixture in layers above a second layer of non-woven geotextile 82, wherein the thickness of each layer is 100mm, constructing an uncured mixture-grid reinforced cushion layer, arranging a flexible grouting pipe 11 and a third layer of non-woven geotextile 83 at the top of the uncured mixture-grid reinforced cushion layer from bottom to top, then carrying out preloading for 3 months, filling the embankment 3 after unloading the preloading, periodically injecting bacterial liquid and nutrient liquid through the flexible grouting pipe 11, simultaneously extracting waste liquid through the flexible liquid discharge pipe 12, and stopping grouting after reaching a preset curing strength; wherein the speed of spraying the bacterial liquid is 5ml/min, the spraying is continuously carried out for 6 hours, and then the standing is carried out for 4 hours; the speed of spraying the nutrient solution is 10ml/min, the concentration is 1mol/L, the nutrient solution is continuously sprayed for 8 hours and circularly sprayed at intervals of 24 hours, and the treatment lasts for 7 to 10 days.
And 5: construction of a embankment slope protection layer and a greening layer: after the step 4 is finished, paving a layer of waterproof geomembrane 14 on the side slope and the top surface of the embankment 3, pouring biological cement mortar, and spraying nutrient solution to solidify the biological cement mortar to form a biological waterproof layer 13; then, a culture soil layer 15 is laid on the upper surface of the biological waterproof layer 13 of the side slope of the embankment 3, and slope protection vegetation 16 is planted to carry out ecological slope protection; and arranging a drainage ditch 17 at the slope toe of the embankment side slope, and sealing the first layer of non-woven geotextile 81, the second layer of non-woven geotextile 82 and the third layer of non-woven geotextile 83 and the sealing film 7 at the bottom of the rammed clay sealing ditch 9.
Generally, the utility model discloses a biological cement consolidates roadbed structure and construction method thereof is based on owing to concretion blows among the silt foundation concretion drainage cycle length and the big problem of post-construction deformation is proposed. The utility model discloses an adopt the preloading technique of surcharge to make the bulk solids add the muscle bed course and produce predeformation, the completion is owed to solidify and is blown the main consolidation of silt ground and subside, later adopt the microorganism solidification technique with the bulk solids add the muscle bed course and handle into "board" structure that has certain intensity and rigidity, not only can transmit more loads to the pile body, control embankment deformation after the worker better, but also can constitute horizontal and vertical two-way drainage system with grid gravel pile, can satisfy owe to solidify and blow the demand of silt ground later stage consolidation drainage. Meanwhile, the waste tire aggregate is doped into the biological cement-grid reinforced cushion layer to replace part of the amount of the sand, so that the resource utilization of waste materials is realized, the shortage situation of sand materials is relieved, and the biological cement-grid reinforced cushion layer has the advantages of economy and environmental protection.
The utility model discloses an embankment side slope ecological water-proof layer that microbial curing technique set up, its better permeability helps rainwater seepage flow to side slope toe escape canal department, and the hydrolysate in the microbial curing process can provide abundant nitrogen source for the green plant of planting simultaneously, realizes energy cyclic utilization.
It will be understood by those skilled in the art that the foregoing is merely a preferred embodiment of the present invention, and is not intended to limit the invention to the particular forms disclosed, but on the contrary, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention as defined by the appended claims.
Claims (4)
1. The utility model provides a biological cement consolidates road bed on owing concretion blows silt ground which characterized in that includes: the device comprises a lower horizontal bearing layer (1), an under-consolidated blowing-silting foundation (2), an embankment (3), a biological waterproof layer (13), a cultivation soil layer (15), a revetment vegetation (16) and an embankment settlement control structure which is arranged between the embankment (3) and the under-consolidated blowing-silting foundation (2), penetrates through the under-consolidated blowing-silting foundation (2) and is embedded into the lower horizontal bearing layer (1);
the embankment settlement control structure comprises a biological cement-grid reinforced cushion layer (4), a pile group array consisting of a plurality of grid gravel piles (5), a vertical plastic drainage plate (6), a sealing membrane (7), a first non-woven geotextile (8) and a rammed clay sealing ditch (9); the biological cement-grid reinforced cushion layer (4) is laid on the upper surfaces of the grid gravel pile (5) and the under-consolidated and silt-blown foundation (2); the plastic drainage plate (6) is inserted into the under-consolidated and silt-blowing foundation (2) to a position which is a preset distance away from the lower horizontal bearing layer (1); the sealing membrane (7) is arranged in the interlayer of the first non-woven geotextile (8); the first non-woven geotextile (8) is arranged between the upper surface of the consolidation and silt blowing foundation (2) and the lower surface of the biological cement-grid reinforced cushion layer (4); the sealing membrane (7) and the edge of the first non-woven geotextile (8) are sealed at the bottom of the rammed clay sealing ditch (9);
the embankment (3) is filled on the upper surface of the biological cement-grid reinforced cushion layer (4); the biological waterproof layer (13) is paved on the top surface of the embankment (3) and the upper surface of the side waterproof geomembrane (14); the culture soil layer (15) is paved on the upper surface of the biological waterproof layer (13) on the side surface of the embankment (3); the revetment vegetation (16) is planted in a cultivation soil layer (15).
2. The biocement subgrade on the under-consolidated blowing-silting foundation according to claim 1, characterized in that the under-consolidated blowing-silting foundation (2) is formed by blowing and filling dredged sludge to a predetermined elevation and naturally airing to a predetermined non-drainage shear strength; the first non-woven geotextile (8) is a sandwich structure consisting of a first layer of non-woven geotextile (81) and a second layer of non-woven geotextile (82); the upper surface of the under-consolidated and silt-blown foundation (2) is sequentially paved with a first layer of non-woven geotextile (81), a sealing film (7) and a second layer of non-woven geotextile (82) from bottom to top; criss-cross filter pipes are arranged between the first layer of non-woven geotextile (81) and the sealing film (7) to construct a horizontal drainage system of the under-consolidated and silt-blowing foundation (2).
3. The biocement subgrade on under-consolidated blown-to-sludge foundations as claimed in claim 1 or 2, characterized in that said grid gravel piles (5) are composed of circumferential three-way geogrid-nonwoven geotextile sleeves (18) and non-weathered rolled gravel; the grid gravel piles (5) are arranged in a square, rectangular or quincunx mode, and the distance is 2.0-3.0 m; the three-way geogrid-non-woven geotextile sleeve (18) is formed by binding a first three-way geogrid and a second non-woven geotextile at intervals along the length direction of the pile body and the radial direction of the pile body; the first three-way geogrid meets the requirements that the tensile strength is not less than 300kN/m when the elongation is 0.5%, and the mesh size of the first three-way geogrid is 15-25 mm; the bundled macadam is of natural gradation, the mud content is not more than 5%, and the maximum grain size is not more than 4 cm.
4. The biological cement reinforced roadbed on the under-consolidated and silt-blown foundation according to claim 3, wherein the biological cement-grid reinforced cushion layer (4) comprises a second three-way geogrid (10), a waste tire aggregate-calcium sand mixture, a flexible grouting pipe (11), a flexible drainage pipe (12) and biological cement; the second three-way geogrid (10) is arranged in the biological cement-grid reinforced cushion layer (4) in a layering mode along the thickness direction for 2-3 layers; the mixture is filled among the second three-way geogrids (10) of each layer to form a mixture-grid reinforced cushion layer, the compactness is 30-50%, and a third layer of non-woven geotextile (83) is arranged on the upper surface of the mixture-grid reinforced cushion layer; the flexible grouting pipe (11) is arranged between the upper surface of the mixture-grid reinforced cushion layer and the lower surface of the third layer of non-woven geotextile (83) and is used for injecting urease-producing bacteria and nutrient solution into the mixture-grid reinforced cushion layer; the flexible liquid discharge pipe (12) is arranged between the lower surface of the mixture-grid reinforced cushion layer and the upper surface of the second layer of non-woven geotextile (82) and is used for discharging metabolic waste liquid for producing urease bacteria; the biological cement is a product of urease-producing bacteria which metabolizes by using nutrient solution.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201822173659.3U CN210066715U (en) | 2018-12-24 | 2018-12-24 | Biological cement reinforced roadbed on under-consolidated and silt-blown foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201822173659.3U CN210066715U (en) | 2018-12-24 | 2018-12-24 | Biological cement reinforced roadbed on under-consolidated and silt-blown foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN210066715U true CN210066715U (en) | 2020-02-14 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109736291A (en) * | 2018-12-24 | 2019-05-10 | 华中科技大学 | One kind owing consolidation and blows on the base of alluvial plain that biological cement is reinforcing road bed and its construction method |
| CN111501456A (en) * | 2020-04-29 | 2020-08-07 | 山东交通学院 | Reinforcing treatment method for soft foundation of newly-built highway engineering |
| CN111501422A (en) * | 2020-03-31 | 2020-08-07 | 温州大学 | Bio-enzyme cured reinforced gravel pile and rubber particle filled concrete canvas cellular compound railway roadbed and reinforcing method thereof |
| CN113373753A (en) * | 2021-07-01 | 2021-09-10 | 新疆铁道勘察设计院有限公司 | Special rock-soil filled embankment, cutting type embankment and construction method thereof |
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2018
- 2018-12-24 CN CN201822173659.3U patent/CN210066715U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109736291A (en) * | 2018-12-24 | 2019-05-10 | 华中科技大学 | One kind owing consolidation and blows on the base of alluvial plain that biological cement is reinforcing road bed and its construction method |
| CN109736291B (en) * | 2018-12-24 | 2024-06-14 | 华中科技大学 | Biological cement reinforced roadbed on under-consolidated and dredged foundation and construction method thereof |
| CN111501422A (en) * | 2020-03-31 | 2020-08-07 | 温州大学 | Bio-enzyme cured reinforced gravel pile and rubber particle filled concrete canvas cellular compound railway roadbed and reinforcing method thereof |
| CN111501456A (en) * | 2020-04-29 | 2020-08-07 | 山东交通学院 | Reinforcing treatment method for soft foundation of newly-built highway engineering |
| CN113373753A (en) * | 2021-07-01 | 2021-09-10 | 新疆铁道勘察设计院有限公司 | Special rock-soil filled embankment, cutting type embankment and construction method thereof |
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