CN109736291B - Biological cement reinforced roadbed on under-consolidated and dredged foundation and construction method thereof - Google Patents
Biological cement reinforced roadbed on under-consolidated and dredged foundation and construction method thereof Download PDFInfo
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Abstract
The invention belongs to the field of soft soil foundation treatment, and relates to a biological cement reinforced roadbed on an under-consolidated and dredged foundation and a construction method. The grid gravel piles in the roadbed are perforated, underconsolidated and dredged, and embedded into the underlying bearing layer; driving a plastic drainage plate into the under-consolidated and silted foundation; the biological cement-grid reinforcement cushion layer is paved on the upper surface of the grid gravel pile; non-woven geotextile is paved on the upper surface and the lower surface of the biological cement-grid reinforced cushion layer; the non-woven geotextile and the sealing film are sealed at the bottom of the tamping clay sealing groove; filling embankment soil on the non-woven geotextile on the upper surface of the biological cement-grid reinforced cushion layer; the upper surface and the side surface of the embankment filling soil are provided with biological waterproof layers; soil layers are arranged on the biological waterproof layers on the side surfaces of the embankments, slope protection vegetation is planted, and an ecological waterproof protective layer for the embankment slope is formed. The invention has the advantages of reasonable structure, high bearing capacity, short construction period, environmental friendliness and the like, and is a green ecological structure worthy of popularization.
Description
Technical Field
The invention belongs to the technical field of foundation treatment, relates to a roadbed structure, and particularly relates to a biological cement reinforced roadbed on an under-consolidated and dredged foundation based on a microbial solidification technology and a construction method thereof.
Background
At present, as the demand for land resources is growing increasingly, in order to solve the problem of 'more people and less land', a large number of coastal cities adopt a large-scale beach surrounding filling mode to greatly develop coastal land resources, and the hydraulic filling land is used as an economic and efficient filling mode, so that the hydraulic filling land is widely applied. However, coastal areas are limited by the resource source of sand and stone materials, and dredged silt is mostly adopted for hydraulic reclamation, so that an under-consolidated dredging foundation with ultrahigh water content and extremely poor penetration consolidation is produced. How to improve the consolidation of the under-consolidated and dredged foundation becomes one of the technical problems of the current hydraulic reclamation land construction.
At present, the engineering world usually adopts a vacuum preloading technology to drain and consolidate a hydraulic filling silt foundation, but the treatment period is long, and the problems of low bearing capacity, large deformation after construction and the like still exist, so that the bearing capacity of a roadbed can not be effectively improved and the stability of a embankment can not be effectively controlled.
Therefore, a roadbed structure with high bearing capacity, good consolidation and strong stability is needed.
Disclosure of Invention
Aiming at the defects or improvement demands of the prior art, the invention provides a biological cement reinforced roadbed on an under-consolidated and dredged foundation and a construction method thereof, and aims to reinforce the under-consolidated and dredged foundation through biological cement, and improve the consolidation drainage capacity by combining with the improvement of a drainage system, thereby reducing the water content and shortening the construction period, and further solving the technical problems of insufficient consolidation, bearing capacity and stability of the prior art.
In order to achieve the above object, the present invention provides a bio-cement reinforced subgrade on an under-consolidated and dredged foundation, comprising: the biological cement reinforced roadbed on the under-consolidated and dredging foundation comprises a lying bearing layer, an under-consolidated and dredging foundation, an embankment, a biological waterproof layer, a culture soil layer, slope protection vegetation and an embankment settlement control structure which is arranged between the embankment and the under-consolidated and dredging foundation, penetrates through the under-consolidated and dredging foundation and is embedded into the lying bearing layer;
The embankment settlement control structure comprises a biological cement-grid reinforcement cushion layer, a pile group array formed by a plurality of grid gravel piles, a vertical plastic drainage plate, a sealing film, a first non-woven geotextile and a rammed clay sealing ditch; the biological cement-grid reinforcement cushion layer is paved on the upper surface of the grid gravel pile and the under-consolidated and dredging foundation; the plastic drainage plate is inserted into the under-consolidated dredging foundation to a preset distance away from the underlying bearing layer; the sealing film is arranged in an interlayer of the first non-woven geotextile; the first non-woven geotextile is arranged between the upper surface of the under-consolidated and dredged foundation and the lower surface of the biological cement-grid reinforced cushion layer; the edge of the sealing film and the edge of the first non-woven geotextile are sealed at the bottom of the tamping clay sealing groove;
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 paved on the upper surface of the biological waterproof layer on the side surface of the embankment; the revetment vegetation is planted in the culture soil layer.
Further, the under-consolidated dredging foundation is formed by dredged silt to be filled to a preset elevation and naturally dried to preset non-drainage shear strength; the first non-woven geotextile is of a sandwich structure consisting of a first layer of non-woven geotextile and a second layer of non-woven geotextile; the method comprises the steps that a first layer of non-woven geotextile, a sealing film and a second layer of non-woven geotextile are paved on the upper surface of an under-consolidated and dredging foundation from bottom to top in sequence; and crisscross filter pipes are distributed between the first layer of non-woven geotextile and the sealing film, so that a horizontal drainage system of the under-consolidated and silted foundation is constructed.
Further, the grid gravel pile consists of a three-way geogrid-non-woven geotextile sleeve and non-weathered bundled gravel; the grid gravel piles are arranged in a square, rectangular or quincuncial shape, and the spacing is 2.0-3.0 m; the three-way geogrid-non-woven geotextile sleeve is formed by carrying out interval binding on the first three-way geogrid and the second non-woven geotextile along the length direction of the pile body and the radial direction of the pile body; the first three-way geogrid has tensile strength not less than 300 kN/m when the elongation percentage is 0.5%, and the mesh size of the first three-way geogrid is 15-25 mm; the rolled broken stone is of natural grading, the mud content is not more than 5%, and the maximum grain size is not more than 4 cm.
Further, the biological cement-grid reinforcement cushion layer comprises a second three-way geogrid, a waste tire aggregate-calcareous sand mixture, a flexible grouting pipe, a flexible liquid discharge pipe and biological cement; the second three-way geogrid is layered in the biological cement-grid reinforced cushion layer along the thickness direction for 2-3 layers; the waste tire aggregate-calcareous sand mixture is filled between the second three-way geogrids of each layer to form a mixture-grid reinforced cushion layer, the compactness is 30-50%, and the upper surface of the mixture-grid reinforced cushion layer is provided with a third layer of non-woven geotextile; the flexible grouting pipe is arranged between the upper surface of the mixture-grid reinforcement 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 reinforcement 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 urease-producing bacteria metabolism waste liquid; the biological cement is a product of metabolism of urease-producing bacteria by using nutrient solution.
Further, the flexible grouting pipe and the flexible liquid discharge pipe are flexible plastic pipes with the diameters of 30-50 mm; the pipe walls of the flexible grouting pipe and the flexible liquid discharge pipe are provided with uniformly distributed small round holes, a layer of third non-woven geotextile is wrapped outside each pipe, and the tail ends of the third non-woven geotextile are respectively connected with the grouting pump and the liquid discharge pump; the waste tire aggregate-calcareous sand mixture is formed 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 is 40-50 mm; the maximum grain size of the calcareous sand is not more than 3 mm.
Further, the biological waterproof layer is formed by spraying nutrient solution to biological cement mortar on the top and the side of the embankment for solidification; the biological cement mortar is a product obtained by uniformly mixing biological slurry and medium coarse sand according to a mass ratio of 1:10; the biological slurry is obtained by mixing and stirring an equal volume of urease-producing bacteria and a nutrient solution with the molar concentration of 0.5 mol/L for 1.0 h, standing and depositing for 0.5h, and filtering out supernatant, wherein 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; the paving thickness of the biological cement mortar is 10-15 cm; the grain diameter of the medium coarse sand is 0.5-2.0mm.
In order to achieve the above object, according to another aspect of the present invention, there is provided a method for constructing a bio-cement reinforced subgrade on an under-consolidated and dredged foundation as described above, comprising the steps of:
step 1: and (3) construction of a hydraulic filling silt foundation:
On the lower lying bearing layer, the dredged silt is hydraulically filled to the target elevation by adopting the conventional hydraulic filling technology to form an under-consolidated dredging foundation, and naturally airing is carried out until the shearing strength of the non-drainage is not lower than 50 kPa;
step 2: building a temporary working platform:
After the step 1 is completed, respectively paving a bamboo bast, temporary non-woven geotextile and temporary three-way geogrid on the surface of the under-consolidated and silted foundation from bottom to top, then inserting a vertical plastic drainage plate, carrying out drainage consolidation through preloading, wherein the drainage consolidation period is not less than 3 months, paving a layer of geogrid chamber on the temporary three-way geogrid, filling broken stone, constructing a temporary working platform, and determining the pile position of a grid broken stone pile;
Step 3: and (3) construction of grating gravel piles:
After the step 2 is completed, sequentially carrying out pile position excavation pile holes, lowering a pile pipe to a preset depth by a vibrating hammer, lowering a three-way geogrid-non-woven geotextile sleeve in the pile pipe, putting broken stone in the three-way geogrid-non-woven geotextile sleeve, and intermittently vibrating and drawing the pipe to the ground to form piles;
Step 4: biological cement-grid reinforcement cushion construction and embankment filling:
After the step 3 is completed, recovering construction materials of the temporary working platform, including bamboo, temporary non-woven geotextile, temporary three-way geogrid, geocell and crushed stone; then sequentially laying a first layer of non-woven geotextile, a sealing film, a second layer of non-woven geotextile and a flexible drain pipe on the top of the grating gravel pile from bottom to top, and arranging a filter pipe between the first layer of non-woven geotextile and the sealing film; then, a second three-way geogrid and waste tire aggregate-calcareous sand mixture are layered above a second layer of non-woven geotextile, an uncured mixture-grid reinforcement cushion layer is constructed, a flexible grouting pipe and a third layer of non-woven geotextile are arranged from bottom to top at the top of the uncured mixture-grid reinforcement cushion layer, then, a preloading period is not less than 3 months, embankment is filled after preloading and unloading, bacterial liquid and nutrient liquid are periodically injected through the flexible grouting pipe, meanwhile, waste liquid is extracted through the flexible liquid drain pipe until the uncured mixture-grid reinforcement cushion layer reaches preset curing strength, grouting is stopped, and the biological cement-grid reinforcement cushion layer is obtained;
step 5: construction of a embankment slope protection layer and a greening layer:
After the step 4 is completed, paving a layer of waterproof geomembrane on the side slope and the top surface of the embankment, pouring biological cement mortar on the waterproof geomembrane, and spraying nutrient solution to solidify the biological cement mortar to form a biological waterproof layer; then paving a culture soil layer on the upper surface of a biological waterproof layer at the side slope of the embankment, and planting revetment vegetation to perform ecological revetment; arranging a drainage ditch at the slope foot of the embankment, and sealing the first layer of non-woven geotextile, the second layer of non-woven geotextile, the third layer of non-woven geotextile and the sealing film at the bottom of the rammed clay sealing ditch.
In step 3, the intermittent vibration tube drawing is to stop vibrating after the broken stone is put in and vibrated compactly, pull out the pile tube for a certain distance along the length direction of the pile body at a preset speed, and repeat the operations of putting in, vibrating and tube drawing until the pile tube is pulled out to the ground.
Further, in the step 5, the molar concentration of the sprayed nutrient solution is 1.0 mol/L, the spraying time interval of the nutrient solution is 24 h, and the spraying age is not less than 7 days.
Further, the nutrient solutions are all mixed solutions of urea and calcium chloride, and the molar concentration ratio of the urea to the calcium chloride is 1:1.
In general, the above technical solutions conceived by the present invention, compared with the prior art, can achieve the following beneficial effects:
1. The roadbed structure adopts a bidirectional composite foundation working mode of pile foundation and reinforced cushion layer, and combines a pile loading pre-pressing technology and a microorganism curing technology to treat the reinforced cushion layer, so that the reinforced cushion layer of a dispersion body is coordinated and pre-deformed with an under-consolidated and silted foundation, and then the pre-deformed reinforced cushion layer is treated into a semi-rigid cushion layer with certain strength and rigidity by adopting the microorganism curing technology, so that a better load transmission system is formed, the bearing capacity of soft soil among piles is reduced, the bearing performance of the roadbed structure is enhanced, and the capability of controlling post-construction deformation of the roadbed structure is improved;
2. The invention adopts the working mode of 'grating gravel piles + sand reinforced cushion layers' and is assisted by plastic drainage plates to construct a vertical-horizontal drainage system of the under-consolidated and dredging foundation so as to meet the requirement of long-period consolidation drainage after the under-consolidated and dredging foundation construction. The process not only enables the waste materials to be recycled, but also can not generate substances harmful to the environment in the microbial process, and accords with the characteristics of green, economy and environmental protection.
3. The ecological waterproof layer of the embankment slope in the roadbed structure is processed into a biological waterproof layer based on a microbial solidification technology, meanwhile, the cultivated soil layer can be paved on the ecological waterproof layer, slope protection vegetation is planted, and hydrolysate in the microbial solidification process can provide rich nitrogen sources for the planted slope protection vegetation, so that energy recycling is realized.
4. The method utilizes the waste tire aggregate to treat the reinforced cushion layer, partially replaces the sand stone filler, effectively reduces the black pollution and the occupied area of the field caused by the waste tire, realizes the recycling utilization of the waste material, simultaneously effectively relieves the shortage of sand stone material resources, adopts the microbial curing technology to treat the dispersion reinforced cushion layer, is green, economical and environment-friendly, and is in agreement with the concept of building economic and saving society in China.
5. The roadbed structure provided by the invention has good vertical and horizontal drainage systems, embankment load can be quickly and effectively transferred to the pile body, the requirement of post-consolidation drainage of the under-consolidation dredging foundation can be met, post-construction deformation of the embankment can be effectively controlled, and the stability of the embankment can be improved.
6. The roadbed structure suitable for the under-consolidated and silted foundation has the advantages of reasonable structure, high bearing capacity, short construction period, environmental friendliness and the like, and is a green ecological structure worthy of popularization.
Drawings
FIG. 1 is a schematic view of a bio-cement reinforced subgrade on an undersolidified and dredged foundation in accordance with the present invention;
FIG. 2 is a schematic cross-sectional view of a bio-cement-grid reinforcement mat employed in the present invention;
FIG. 3 is a schematic view of an ecological waterproof protective layer of a embankment slope used in the invention;
FIG. 4 is a schematic view of a grating stone column used in the present invention;
fig. 5 is a schematic diagram of the overlap joint of the grating gravel pile and the bio-cement-grating reinforcement mat employed in the present invention.
The same reference numbers are used throughout the drawings to reference like elements or structures, wherein:
1-a decubitus bearing layer; 2-undersolidifying and blowing a silted foundation; 3-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 sealing grooves; 10-three-way geogrid; 11-a flexible grouting pipe; 12-flexible drain; 13-biological waterproof layer; 14-waterproof geomembrane; 15-a cultivated soil layer; 16-revetment vegetation; 17-drainage ditch; 18-grid-nonwoven geotextile sleeve; 19-plastic tie.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention. In addition, the technical features of the embodiments of the present invention described below may be combined with each other as long as they do not collide with each other.
The biological cement reinforced roadbed on the under-consolidated and dredging foundation comprises a downward lying bearing layer 1, an under-consolidated and dredging foundation 2, an embankment 3, a biological waterproof layer 13, a cultivated soil layer 15, slope protection vegetation 16 and an embankment settlement control structure which is arranged between the embankment 3 and the under-consolidated and dredging foundation 2, penetrates through the under-consolidated and dredging foundation 2 and is embedded into the downward lying bearing layer 1, wherein the under-consolidated and dredging foundation is a foundation;
The embankment settlement control structure comprises a pile group array formed by a biological cement-grid reinforcement cushion layer 4 and a plurality of grid gravel piles 5, a vertical plastic drainage plate 6, a sealing film 7, a first non-woven geotechnical cloth 8 and a rammed clay sealing ditch 9; the biological cement-grid reinforcement cushion layer 4 is paved on the upper surface of the grid gravel pile 5 and the under-consolidated and dredged foundation 2; the plastic drainage plate 6 is inserted into the under-consolidated dredging foundation 2 to a preset distance from the underlying bearing layer; the edges of the sealing film 7 and the first non-woven geotextile 8 are sealed at the bottom of the tamping clay sealing groove 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 the cultivated soil layer 15.
Referring to fig. 1 and 2, the under-consolidated and dredged soil foundation 2 used in the present invention is formed by dredged soil being dredged and filled to a predetermined elevation, and the first non-woven geotextile 8 comprises 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 silted foundation 2 is 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 in sequence; and crisscrossed filter pipes are arranged between the first layer of non-woven geotextile 81 and the sealing film 7, so that a horizontal drainage system of the under-consolidated and dredging foundation 2 is constructed.
Referring to fig. 2, the bio-cement-grid reinforced cushion layer 4 adopted by the invention comprises a three-way geogrid 10, a waste tire aggregate-calcareous sand mixture, a flexible grouting pipe 11, a flexible liquid discharge pipe 12 and bio-cement; the three-way geogrid 10 is layered with 2-3 layers in the thickness direction in the biological cement-grid reinforced cushion layer 4; the waste tire aggregate-calcareous sand mixture is filled between three-way geogrids 10 of each layer 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 urease-producing bacteria metabolism waste liquid; the biological cement is produced by urease-producing bacteria through metabolism induction of nutrient solution; the nutrient solution is mixed solution of urea and calcium chloride with the molar concentration of 1.0 mol/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 invention are flexible plastic pipes with diameters of 30-50 mm; the walls of the flexible grouting pipe 11 and the flexible liquid discharge pipe 12 are provided with uniformly distributed small round holes, a layer of third non-woven geotextile is wrapped outside the flexible grouting pipe, and the tail ends of the flexible grouting pipe are respectively connected with a grouting pump and a liquid discharge pump; the waste tire aggregate-calcareous sand mixture is formed by fully mixing waste tire particles, tire strips and calcareous sand, wherein the mass content of the waste tire particles is controlled within a range of 5+/-0.5%, and the mass content of the waste tire strips is controlled within a 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 15-20 mm, and the length is 40-50 mm; the maximum grain size of the calcareous sand is not more than 3 mm.
Referring to FIG. 3, the biological waterproof layer 13 adopted by the invention is formed by spraying nutrient solution with the molar concentration of 1.0 mol/L to biological cement mortar paved on the top and the side surface of the embankment 3 every 24h for 7 days; the biological cement mortar is prepared by mixing and stirring biological slurry and medium coarse sand according to a mass ratio of 1:10; the paving thickness of the biological cement mortar is 10-15cm; the biological slurry is obtained by mixing and stirring an equal volume of urease-producing bacteria and a nutrient solution with the molar concentration of 0.5 mol/L for 1.0 h, standing and depositing for 0.5h, and filtering out supernatant; the grain size 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 grating gravel pile 5 used in the present invention is composed of a three-way geogrid-nonwoven geotextile sleeve 18 and non-weathered crushed stone; the grid gravel piles 5 are arranged in a square, rectangular or quincuncial array, and the spacing is 2.0-3.0 m; the grid-nonwoven geotextile sleeve 18 is formed by binding a first three-way geogrid and a second nonwoven geotextile at intervals along the length direction of a pile body and the radial direction of the pile body by adopting a plastic binding belt 19, and the top of the sleeve is sealed by a fourth nonwoven geotextile 84 after filling bound broken stones; the three-way geogrid has tensile strength not less than 300 kN/m when the elongation is 0.5%, and the mesh size of the three-way geogrid is 15-25 mm; the crushed stone is natural graded, the mud content is not more than 5%, and the maximum grain diameter is not more than 4 cm.
The construction method for reinforcing the roadbed by using the biological cement on the under-consolidated and dredged foundation is described below, and the preferred construction method comprises the following steps:
step 1: and (3) construction of a hydraulic filling silt foundation: on the lower lying bearing layer 1, dredged silt is hydraulically filled to a target elevation by adopting a conventional hydraulic filling technology to form a hydraulic filling silt foundation 2, and naturally airing until the non-drainage shear strength reaches 100 kPa;
Step 2: building a temporary working platform: after the step 1 is completed, respectively paving a layer of bamboo basketry, temporary non-woven geotextile and temporary three-way geogrid on the surface of the under-consolidated and silted foundation 2 from bottom to top, adopting a manual or semi-manual semi-mechanical mode to insert a vertical plastic drainage plate with the length of 1m, carrying out drainage consolidation for 3 months through preloading, paving a layer of geocell on the temporary three-way geogrid, filling crushed stone, constructing a temporary working platform, and then determining the pile position of the grid crushed stone pile 5;
Step 3: and (5) construction of the grating gravel pile: after the step 2 is completed, the steps of excavating pile holes at pile positions, lowering a pile pipe to a preset depth by a vibrating hammer, lowering a grid-non-woven geotextile sleeve 18 in the pile pipe, putting broken stone in the sleeve 18, intermittently vibrating and drawing the pipe to the ground to form piles and the like are carried out;
The grid-nonwoven geotextile sleeve 18 adopts a plastic binding belt 19 to carry out interval binding on the first three-way geogrid and the second nonwoven geotextile along the length direction and the radial direction of the pile body; the intermittent vibration tube drawing is to stop vibrating after the broken stone is put in and vibrated compactly, draw the tube out for a certain distance along the length direction of the pile body at a preset speed, and repeat the operations of putting in, vibrating, tube drawing and the like until the pile tube is drawn to the ground. Specifically, for example, the pipe drawing can be stopped every time the pipe is drawn by 50 cm along the length direction of the pile body at the speed of 1 m/min, the process of throwing broken stone, vibrating and drawing the pipe is repeated after the vibration is continued for 20 s, and the pile pipe is drawn to the ground.
Step 4: the biological cement-grid reinforcement cushion layer 4 is constructed and the embankment 3 is filled: after the step 3 is completed, recovering construction materials of temporary working platforms such as bamboo basketry, temporary non-woven geotextile, temporary three-way geogrid, geocell, broken stone and the like, sequentially paving 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 from bottom to top at the top of the grid broken stone pile 5, and arranging a filter pipe between the first layer of non-woven geotextile 81 and the sealing film 7; then, layering three-way geogrid 10 and waste tire aggregate-calcareous sand mixture 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, carrying out preloading for 3 months after arranging a flexible grouting pipe 11 and a third layer of non-woven geotextile 83 from bottom to top on the top of the uncured mixture-grid reinforced cushion layer, filling embankment 3 after preloading and unloading, periodically injecting bacterial liquid and nutrient solution through the flexible grouting pipe 11, extracting waste liquid through the flexible liquid discharge pipe 12, and stopping grouting after reaching preset curing strength; wherein the speed of spraying the bacterial liquid is 5 ml/min, the bacterial liquid is continuously sprayed for 6 hours, and then the bacterial liquid is kept stand for 4 hours; the rate of spraying the nutrient solution is 10 ml/min, the concentration is 1 mol/L, the spraying is continuously carried out for 8 hours, the nutrient solution is circularly sprayed at intervals of 24 hours, and the total treatment is carried out for 7-10 days.
Step 5: construction of a embankment slope protection layer and a greening layer: after the step 4 is completed, 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, paving a culture soil layer 15 on the upper surface of the biological waterproof layer 13 of the side slope of the embankment 3, and planting revetment vegetation 16 to perform ecological revetment; the drainage ditch 17 is arranged at the slope foot of the embankment slope, and the first layer of non-woven geotextile 81, the second layer of non-woven geotextile 82, the third layer of non-woven geotextile 83 and the sealing film 7 are sealed at the bottom of the rammed clay sealing ditch 9.
In general, the biological cement reinforced roadbed structure and the construction method thereof are provided based on the problems of long consolidation drainage period and large deformation after construction in the under-consolidation dredging foundation. According to the invention, the dispersion reinforced cushion layer is subjected to pre-deformation by adopting a preloading technology, so that the main consolidation settlement of the under-consolidated and dredging foundation is completed, and then the dispersion reinforced cushion layer is processed into a plate structure with certain strength and rigidity by adopting a microbial solidification technology, so that more load can be transmitted to a pile body, the post-construction deformation of the embankment can be better controlled, and a transverse and vertical bidirectional drainage system can be formed by the dispersion reinforced cushion layer and the grid gravel pile, and the requirement of post-consolidation drainage of the under-consolidated and dredging foundation can be met. Meanwhile, the waste tire aggregate is doped in the biological cement-grid reinforced cushion layer to replace part of the sand stone consumption, so that the recycling of waste materials is realized, the shortage situation of sand stone materials is relieved, and the method has the advantages of economy and environmental protection.
The ecological waterproof protection layer of the embankment slope is arranged by adopting the microbial solidification technology, the better permeability of the ecological waterproof protection layer is beneficial to rainwater seepage to the drainage ditch of the slope foot of the embankment, and meanwhile, hydrolysate in the microbial solidification process can provide rich nitrogen sources for planted green plants, so that the energy recycling is realized.
It will be readily appreciated by those skilled in the art that the foregoing description is merely a preferred embodiment of the invention and is not intended to limit the invention, but any modifications, equivalents, improvements or alternatives falling within the spirit and principles of the invention are intended to be included within the scope of the invention.
Claims (6)
1. The utility model provides a biological cement consolidates road bed on undersolid blows silt foundation which characterized in that includes: a embankment settlement control structure which is arranged between the embankment (3) and the undersolidified dredging foundation (2), penetrates through the undersolidified dredging foundation (2) and is embedded into the underslung dredging foundation (1);
The embankment settlement control structure comprises a pile group array formed by a biological cement-grid reinforcement cushion layer (4) and a plurality of grid gravel piles (5), a vertical plastic drainage plate (6), a sealing film (7), a first non-woven geotechnical cloth (8) and a rammed filling clay sealing ditch (9); the biological cement-grid reinforcement cushion layer (4) is paved on the upper surface of the grid gravel pile (5) and the under-consolidated dredging foundation (2); the plastic drainage plate (6) is inserted into the undersolidified dredging foundation (2) to a preset distance away from the downward lying bearing layer (1); the sealing film (7) is arranged in an interlayer of the first non-woven geotextile (8); the first non-woven geotextile (8) is arranged between the upper surface of the under-consolidated and dredged foundation (2) and the lower surface of the biological cement-grid reinforcement cushion layer (4); the edges of the sealing film (7) and the first non-woven geotextile (8) are sealed at the bottom of the tamping clay sealing groove (9); the grid gravel pile (5) penetrates through the under-consolidated dredging foundation (2) and is embedded into the underlying bearing layer (1);
The embankment (3) is filled on the upper surface of the biological cement-grid reinforcement cushion layer (4); the biological waterproof layer (13) is paved on the upper surface of the waterproof geomembrane (14) on the top surface and the side surface of the embankment (3); 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 the culture soil layer (15);
The under-consolidated dredging foundation (2) is formed by dredged silt being filled to a preset elevation and naturally airing to preset non-drainage shear strength; the first non-woven geotextile (8) is a sandwich structure consisting of a first layer non-woven geotextile (81) and a second layer non-woven geotextile (82); the method comprises the steps that a first layer of non-woven geotextile (81), a sealing film (7) and a second layer of non-woven geotextile (82) are paved on the upper surface of an under-consolidated and dredged foundation (2) from bottom to top in sequence; a crisscrossed filter pipe is 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 silted foundation (2) is constructed;
The grid gravel pile (5) consists of a three-way geogrid-non-woven geotextile sleeve (18) and non-weathered bundled gravel; the grid gravel piles (5) are arranged in a square, rectangular or quincuncial shape, and the spacing 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 has tensile strength not less than 300 kN/m when the elongation percentage is 0.5%, and the mesh size of the first three-way geogrid is 15-25 mm; the rolled broken stone is of natural grading, the mud content is not more than 5%, and the maximum particle size is not more than 4 cm%;
Pouring biological cement mortar on the waterproof geomembrane (14), and spraying nutrient solution to solidify the biological cement mortar to form a biological waterproof layer; the biological cement mortar is a product obtained by uniformly mixing biological slurry and medium coarse sand according to a mass ratio of 1:10; the biological slurry is obtained by mixing and stirring an equal volume of urease-producing bacteria and a nutrient solution with the molar concentration of 0.5 mol/L for 1.0 h, then standing and depositing for 0.5 h, and filtering out 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;
The biological cement-grid reinforced cushion layer (4) comprises a second three-way geogrid (10), a waste tire aggregate-calcareous sand mixture, a flexible grouting pipe (11), a flexible liquid discharge pipe (12) and biological cement; the second three-way geogrid (10) is layered with 2-3 layers in the biological cement-grid reinforced cushion layer (4) along the thickness direction; the waste tire aggregate-calcareous sand mixture is filled between the second three-way geogrids (10) of each layer to form a mixture-grid reinforcement cushion layer, the compactness is 30-50%, and the upper surface of the mixture-grid reinforcement cushion layer is provided with a third layer of non-woven geotextile (83); 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 urease-producing bacteria metabolism waste liquid; the biological cement is a product of metabolism of urease-producing bacteria by using nutrient solution.
2. The biological cement reinforced roadbed on the under-consolidated and dredging foundation according to claim 1, wherein the flexible grouting pipe (11) and the flexible liquid discharge pipe (12) are flexible plastic pipes with the diameter of 30-50 mm; the walls of the flexible grouting pipe (11) and the flexible liquid discharge pipe (12) are provided with uniformly distributed small round holes, a layer of third non-woven geotextile is wrapped outside each of the small round holes, and the tail ends of the small round holes are respectively connected with the grouting pump and the liquid discharge pump; the waste tire aggregate-calcareous sand mixture is formed 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 15-20 mm, and the length is 40-50 mm; the maximum grain size of the calcareous sand is not more than 3 mm.
3. The biologic cement reinforced roadbed on the under-consolidated and dredged soil foundation according to claim 1 or 2, wherein the paving thickness of biologic cement mortar is 10-15 cm; the grain size of the medium coarse sand is 0.5-2.0 mm.
4. A method of constructing a bio-cement reinforced subgrade on an undersolid blown-silted foundation as set forth in any one of claims 1-3, comprising the steps of:
step 1: and (3) construction of a hydraulic filling silt foundation:
On the lower lying bearing layer (1), dredged silt is filled to a target elevation by adopting a conventional hydraulic filling technology to form an under-consolidated dredging foundation (2), and naturally airing is carried out until the shearing strength of the water is not lower than 50 kPa;
step 2: building a temporary working platform:
after the step 1 is completed, respectively paving a bamboo basketry, a temporary non-woven geotextile and a temporary three-way geogrid on the surface of the under-consolidated and silted foundation (2) from bottom to top, then, inserting a vertical plastic drainage plate (6), carrying out drainage consolidation through preloading, wherein the drainage consolidation period is not less than 3 months, paving a layer of geogrid chamber on the temporary three-way geogrid, filling gravels to construct a temporary working platform, and determining the pile position of a grid gravel pile (5);
Step 3: construction of grating gravel piles (5):
After the step 2 is completed, pile position excavation pile holes, pile pipe descending by a vibrating hammer until grid gravel piles are penetrated, undersetting, consolidation and dredging foundations are embedded into a lower lying bearing layer, three-way geogrid-non-woven geotextile sleeves (18) are downwards placed in the pile pipe, gravel is put in the three-way geogrid-non-woven geotextile sleeves (18), and intermittent vibration pipe drawing is carried out until the ground pile forming step is carried out;
Step 4: the biological cement-grid reinforcement cushion layer (4) is constructed and the embankment (3) is filled:
after the step 3 is completed, recovering construction materials of the temporary working platform, including bamboo, temporary non-woven geotextile, temporary three-way geogrid, geocell and crushed stone; then, a first layer of non-woven geotextile (81), a sealing film (7), a second layer of non-woven geotextile (82) and a flexible drain pipe (12) are sequentially paved on the top of the grid gravel pile (5) from bottom to top, and a filter pipe is arranged between the first layer of non-woven geotextile (81) and the sealing film (7); then, a second three-way geogrid (10) and a waste tire aggregate-calcareous sand mixture are layered above a second layer of non-woven geotextile (82), an uncured mixture-grid reinforcement cushion layer is constructed, a flexible grouting pipe (11) and a third layer of non-woven geotextile (83) are arranged from bottom to top at the top of the uncured mixture-grid reinforcement cushion layer, then, a preloading is carried out, the preloading period is not less than 3 months, a embankment (3) is filled after preloading and unloading, bacterial liquid and nutrient liquid are periodically injected through the flexible grouting pipe (11), meanwhile, waste liquid is extracted through a flexible liquid drain pipe (12), and grouting is stopped until the uncured mixture-grid reinforcement cushion layer reaches preset curing strength, so that the biological cement-grid reinforcement cushion layer (4) is obtained;
step 5: construction of a embankment slope protection layer and a greening layer:
After the step 4 is completed, a layer of waterproof geomembrane (14) is paved on the side slope and the top surface of the embankment (3), biological cement mortar is poured on the waterproof geomembrane (14), and nutrient solution is sprayed to enable the biological cement mortar to be solidified to form a biological waterproof layer (13); then, paving a culture soil layer (15) on the upper surface of a biological waterproof layer (13) at the side slope of the embankment (3), and planting revetment vegetation (16) to perform ecological revetment; the side slope foot of the embankment (3) is provided with a drainage ditch (17), and 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) are sealed with the sealing film (7) at the bottom of the tamping clay sealing ditch (9).
5. The construction method according to claim 4, wherein in step 3, the intermittent vibration tube drawing is performed by stopping vibration after putting crushed stone and compacting the vibration, and pulling the pile tube at a predetermined speed along the length direction of the pile body for a certain distance, and then repeating the operations of putting crushed stone, vibrating and tube drawing until the pile tube is pulled to the ground.
6. The method according to claim 4 or 5, wherein in step 5, the molar concentration of the sprayed nutrient solution is 1.0 mol/L, the spraying time interval of the nutrient solution is 24h, and the spraying age is not less than 7 days.
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