CN113006093A - Filling method of cone-shaped variable slope ratio compaction-free earthwork - Google Patents
Filling method of cone-shaped variable slope ratio compaction-free earthwork Download PDFInfo
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- CN113006093A CN113006093A CN202110274504.2A CN202110274504A CN113006093A CN 113006093 A CN113006093 A CN 113006093A CN 202110274504 A CN202110274504 A CN 202110274504A CN 113006093 A CN113006093 A CN 113006093A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/18—Making embankments, e.g. dikes, dams
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/005—Soil-conditioning by mixing with fibrous materials, filaments, open mesh or the like
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2200/00—Geometrical or physical properties
- E02D2200/16—Shapes
- E02D2200/1692—Shapes conical or convex
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0084—Geogrids
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
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- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The invention relates to a filling method of cone-shaped variable slope ratio compaction-free earthwork, which comprises the following steps of S1: presetting the shape of the mound of the filled earthwork and the number of the mound layers, and selecting a soil fixing material; step S2: calculating a slope ratio according to the shape of the mound, and dividing the layer height according to the number of the mound layers to obtain the layer height and the perimeter of each layer of mound; step S3: cutting out a plurality of sections of soil fixing materials, and respectively connecting two ends of the soil fixing materials to enable the soil fixing materials to be annular; step S4: arranging a soil fixing material in the filling construction area, and backfilling earthwork to the inner side of the soil fixing material; step S5: sequentially arranging corresponding layers of soil fixing materials on the top surfaces of the backfilled earthwork from bottom to top, and backfilling the earthwork on the inner sides of the corresponding soil fixing materials after each layer of soil fixing material is arranged; step S6: dumping the earthwork from the top to the bottom to form a soil layer on the outer side of each soil fixing material. The invention solves the technical problems of poor earth and stone filling modeling effect and poor stability of earth and stone filling modeling.
Description
Technical Field
The invention relates to the field of buildings, in particular to a filling method of truncated cone-shaped variable slope ratio compaction-free earthwork.
Background
At present, with the rapid development of economy, in the construction process of each industry, especially most infrastructure construction projects relate to earth and stone engineering, but the contradiction of land resource shortage is increasingly prominent, and the trend of striving for space to the high altitude and underground becomes a development trend.
At present, after the main bodies of most buildings are finished, earth covering, backfilling and shaping are needed, how to fix backfill and ensure various slope rates is needed, the most important link is to ensure the stability of a side slope of a backfill earthwork, and the backfill of the earthwork and the earthwork is required to have a certain shape (such as slope ratio, appearance, size and the like).
In the house building industry, the method is mainly embodied in foundation pit backfilling, and a plurality of supporting forms are combined by one or more supporting forms according to geological and hydrological conditions (such as a cantilever type supporting structure, a pull anchor type supporting structure, an inner support supporting structure, a gravity type soil-retaining supporting structure, a soil nail supporting, a composite soil nail supporting and/or a prestressed anchor rod flexible supporting and the like); in the highway municipal industry, mainly embody in aspects such as road bed filling and side slope protection, road bed filling adopts the machinery after super wide filling to build the slope and builds retaining wall of various forms in order to reduce the occupation of land, plays fixed filler toe simultaneously to reach the purpose that the design requires the slope. The disadvantages are that: the earth and stone backfill mainly depends on the friction force inside the earth and the supporting force and the shearing strength of the supporting structure, when the earth and stone backfill is used in loose soil, a building envelope with higher strength needs to be arranged, the investment is higher, and the independent modeling cannot be realized.
In addition, a temporary mound mode can be adopted for earthing, backfilling and shaping, but the slope gradient of the slope surface of the temporary mound area needs to be controlled, the periphery is blocked by a soil bag cofferdam, the actual stacking height of earthwork should not exceed 2m, if the stacking time of the earthwork exceeds half a year, temporary drainage ditches need to be built and sedimentation ponds need to be laid at the periphery of the temporary mound area, grass seeds need to be sown for greening the slope surface, and the occurrence of water and soil loss such as dust caused by blowing erosion or scouring in strong weather or rainy season is reduced; if the stacking time of the earthwork is less than half a year, the earthwork is influenced by environmental protection and the area of the land for storing, and tarpaulin or color strip woven cloth is needed to be adopted for temporary covering. The disadvantages are that: mechanical equipment is needed to perform rolling compaction in the soil piling and soil fixing processes, and various protective measures are combined to ensure the design slope rate, so that the investment in manpower and material resources is large; the strength of the soil-fixing material is uncontrollable, so that certain safety risk exists; the limitation is large because the height of the mound is limited.
Aiming at the problems of poor earth and stone filling modeling effect and poor stability of earth and stone filling modeling in the related technology, no effective solution is provided at present.
Therefore, the inventor provides a filling method of the truncated cone-shaped variable slope ratio compaction-free earthwork by virtue of experience and practice of related industries for many years, so as to overcome the defects of the prior art.
Disclosure of Invention
The invention aims to provide a filling method of truncated cone-shaped variable slope ratio compaction-free earthwork, which can reduce the labor intensity, reduce the construction cost, improve the construction efficiency, save the soil resource, reduce the energy consumption and realize the effect of green construction on the premise of meeting the technical requirements of compaction-free and slope ratio adjustable.
The purpose of the invention can be realized by adopting the following technical scheme:
the invention provides a filling method of truncated cone-shaped variable slope ratio compaction-free earthwork, which comprises the following steps:
step S1: presetting the shape of the mound of the filled earthwork and the number of the mound layers, and selecting a soil fixing material for fixing the mound of each layer;
step S2: calculating a slope ratio according to the mound shape, and dividing the layer height according to the number of the mound layers to obtain the layer height and the perimeter of each layer of mound;
step S3: cutting out a plurality of sections of the soil fixing materials, wherein the length of each soil fixing material is equal to the perimeter of each layer of the corresponding mound, and the two ends of each soil fixing material are connected to enable the soil fixing materials to be annular;
step S4: arranging the soil fixing material positioned at the bottom layer in a filling construction area, and backfilling earthwork to the inner side of the soil fixing material;
step S5: sequentially arranging corresponding layers of the soil fixing materials on the top surfaces of the backfilled earthwork from bottom to top, and backfilling earthwork on the inner sides of the corresponding soil fixing materials after each layer of the soil fixing materials is arranged;
step S6: and dumping earthwork from top to bottom to form a soil layer covering each soil fixing material on the outer side of each soil fixing material.
In a preferred embodiment of the present invention, the step S1 includes:
step S101: according to the geotechnical test, obtaining the density, friction angle and cohesive force data of earthwork;
step S102: according to the density, the friction angle and the cohesive force data of the earthwork, obtaining the lateral extrusion force of the earthwork along the horizontal direction and the downward pressure of the earthwork along the vertical direction;
step S103: selecting the soil solidifying material according to the lateral extrusion force of the earthwork along the horizontal direction;
step S104: dividing the number of the soil piling layers according to the soil piling shape and the soil fixing material.
In a preferred embodiment of the present invention, the density of the earth is 1.8g/cm3To 2.0g/cm3。
In a preferred embodiment of the present invention, in the step S103, the soil-fixing material is a color-coated steel plate, and the color-coated steel plate has a cylindrical structure with an open top end and an open bottom end.
In a preferred embodiment of the present invention, in the step S103, the soil-fixing material is a geogrid, and the geogrid has a top end opening, a bottom end opening, and a tapered cylindrical structure with a diameter gradually decreasing from bottom to top.
In a preferred embodiment of the present invention, before the step S1, the method further includes cleaning the filling construction area and leveling the filling construction area.
In a preferred embodiment of the present invention, in the step S3, when the soil fixing material is cut, overlapping positions are respectively reserved at two ends of the soil fixing material, and the two overlapping positions are connected to each other.
In a preferred embodiment of the present invention, in the steps S4 and S5, the earthwork is transported to the filling construction area, and the earthwork is uniformly backfilled to the inner side of the soil reinforcing material.
In a preferred embodiment of the present invention, in the steps S4 and S5, the top surface of the backfill soil inside each layer of the soil fixing material is flush with the top edge of the corresponding soil fixing material.
In a preferred embodiment of the present invention, in the step S6, the earthwork is poured from top to bottom, so that the earthwork slides down along the outer walls of the soil fixing materials of each layer to form a soil layer covering the outer walls of the soil fixing materials, and the soil layer fills the gap between the soil fixing materials and the backfill earthwork.
From the above, the filling method of the truncated cone shape variable slope ratio compaction-free earthwork has the characteristics and advantages that: cutting out a soil consolidating material for fixing each layer of mound according to the mound shape and the number of mound layers of the preset filling earthwork, independently modeling without depending on any external stress structure when modeling the filling earthwork, arranging the soil consolidating material at the bottom layer in a filling construction area, backfilling the earthwork to the inner side of the soil consolidating material, sequentially arranging corresponding soil consolidating materials on the top surface of each backfilling earthwork from bottom to top, backfilling the inner side of the corresponding soil consolidating material after each layer of soil consolidating material is arranged, reinforcing the mound by the soil consolidating material, and ensuring that the filling earthwork has good stability without mechanical compaction in backfilling operation; in addition, the slope ratio of the filled earthwork can be adjusted by changing the length of each layer of soil-fixing material, so that the purpose of the circular truncated cone type variable slope ratio compaction-free earthwork filling operation is achieved, the labor intensity of the filled earthwork is reduced, the construction efficiency is effectively improved, the stability of the filled earthwork is improved, the method has the advantages of adjustable slope ratio and compaction-free, the investment cost is low, the earthwork resource is saved, and the method has greater economic and social benefits compared with the conventional earthwork filling method, and is suitable for large-scale popularization and use.
Drawings
The drawings are only for purposes of illustrating and explaining the present invention and are not to be construed as limiting the scope of the present invention.
Wherein:
FIG. 1: the invention relates to a front view of a color coating steel plate as a soil solidifying material in the filling method of the cone-shaped variable slope ratio compaction-free earthwork.
FIG. 2: the invention relates to a top view of a color coating steel plate as a soil solidifying material in the filling method of the cone-shaped variable slope ratio compaction-free earthwork.
FIG. 3: the invention relates to a filling method of cone-shaped variable slope ratio compaction-free earthwork, wherein a soil fixing material is a front view of a geogrid.
FIG. 4: the invention relates to a top view of a geogrid as a soil fixing material in the filling method of the cone-shaped variable slope ratio compaction-free earthwork.
The reference numbers in the invention are:
1. color coated steel plate; 101. a clearance position; 2. geogrid.
Detailed Description
In order to more clearly understand the technical features, objects, and effects of the present invention, embodiments of the present invention will now be described with reference to the accompanying drawings.
The invention provides a filling method of truncated cone-shaped variable slope ratio compaction-free earthwork, wherein the earthwork can be loose materials, and the filling method of the truncated cone-shaped variable slope ratio compaction-free earthwork comprises the following steps:
step S1: presetting the shape of the mound of the filled earthwork and the number of the mound layers, and selecting a soil fixing material for fixing the mound of each layer;
further, step S1 includes:
step S101: according to the geotechnical (loose filling) test, the density, friction angle and cohesive force data of earthwork are obtained (the existing geotechnical laboratories can all use the earthwork laboratoryPerforming a measurement); wherein the density of the earthwork is ensured to be 1.8g/cm3To 2.0g/cm3；
Step S102: according to the density, the friction angle and the cohesive force data of the earthwork, obtaining the lateral extrusion force of the earthwork along the horizontal direction and the downward pressure of the earthwork along the vertical direction;
step S103: selecting a soil-fixing material (a color coating steel plate or a geogrid) according to the lateral extrusion force of the earthwork along the horizontal direction, wherein the tension force of the soil-fixing material is required to be greater than the lateral extrusion force of the earthwork (namely, loose filling material) along the horizontal direction;
step S104: dividing the number of the soil piling layers according to the soil piling shape and the soil fixing material.
Step S2: calculating a slope ratio according to the shape of the mound, and dividing the layer height according to the number of the mound layers to obtain the layer height and the perimeter of each layer of mound;
step S3: cutting out a plurality of sections of soil fixing materials, wherein the length of each soil fixing material is equal to the circumference of each layer of piled soil correspondingly, and connecting two ends of each soil fixing material respectively to enable the soil fixing materials to be in a circular ring shape;
further, in step S3, when the soil fixing material is cut, overlapping positions are respectively reserved at two ends of the soil fixing material, and the two overlapping positions at the two ends of the soil fixing material are fixedly connected by using a rivet gun and a rivet, so that the soil fixing material is in a circular ring shape;
further, the length of the overlapping position may be, but is not limited to, 50 cm.
Step S4: arranging a soil-fixing material positioned at the bottom layer in the filling construction area, and backfilling earthwork to the inner side of the soil-fixing material;
step S5: sequentially arranging corresponding layers of soil fixing materials on the top surfaces of the backfilled earthwork from bottom to top, and backfilling the earthwork on the inner sides of the corresponding soil fixing materials after each layer of soil fixing material is arranged;
step S6: and dumping the earthwork from top to bottom to form a soil layer covering each soil fixing material outside each soil fixing material.
Further, in step S6, an excavator is used to dump the earthwork from top to bottom on the filled earthwork, so that the earthwork slides down along the outer wall of each layer of soil fixation material to form a soil layer covering the outer wall of each layer of soil fixation material, and the soil layer fills the gap between the soil fixation material and the backfill earthwork. Whether the soil fixing material can completely cover the soil fixing material or not depends on the number of stacked soil layers and the height of each layer of stacked soil, the more the number of stacked soil layers is, the smaller the height of each layer of stacked soil is, the smaller the gradient of filled earthwork is, and the better the covering effect on the soil fixing material is.
Further, the soil layer covering the soil fixing material can adopt but is not limited to gravel soil.
In an optional embodiment of the present invention, before step S1, the method further includes cleaning up sundries in the filling construction area, and leveling the filling construction area (rough leveling, ensuring stability of the filling earthwork).
In an alternative embodiment of the present invention, in steps S4 and S5, when the soil stabilizing material is set, the position of the soil stabilizing material may be fixed by a worker.
Further, in steps S4 and S5, the earth is transported to the filling construction area and is circularly driven in the circumferential direction of the solid soil material by using the excavator, so that the earth is uniformly backfilled to the inner side of the solid soil material. The earthwork can be backfilled to the inner side of the soil fixing material, and other granular loose materials can be backfilled to the inner side of the soil fixing material, so that the purposes of filling the earthwork and modeling the piled soil can be achieved.
Further, in step S4 and step S5, the top surface of the inner backfilled earthwork of each layer of the soil fixation material is flush with the upper edge of the corresponding soil fixation material, and after the inner backfilled earthwork of each layer of the soil fixation material is completed, the dimension measurement is performed to ensure that the requirements of the preset mound shape and the number of mound layers are met.
In an optional embodiment of the present invention, after step S6, the method further includes:
step S7: measuring and accepting the mound model after filling the earthwork to check whether the filling earthwork meets the preset mound shape and the requirement of the number of mound layers;
step S8: and observing the settlement condition of the filled earthwork, and performing environmental protection acceptance on the filled earthwork.
The invention can reinforce the shape of the filled earthwork through the soil fixing material, can adopt mechanical equipment to mechanically shape the shape of the soil fixing material in the process of arranging the soil fixing material, and can adopt manual trimming to ensure that the diameter of the annular soil fixing material is within an allowable error range (the error range is 20mm) at the position on the soil fixing material which cannot be reached by the mechanical equipment; when the water content in the earthwork is too low, water is sprayed on the filled earthwork to improve the cohesive force of the soil body and achieve the aim of reinforcing the soil body.
In an alternative embodiment of the present invention, as shown in fig. 1 and 2, when the soil fixing material is a color coated steel plate 1, the color coated steel plate 1 has a cylindrical structure with an open top end and an open bottom end, and at this time, the color coated steel plate 1 needs to overcome the lateral pressure of the piled soil in the horizontal direction after filling the earth; after earth is backfilled on the inner side of each layer of the color coated steel sheet 1, the outer wall of the color coated steel sheet 1 and the gap position 101 between the color coated steel sheet 1 and the backfilled earth need to be covered by dumping earth.
In another alternative embodiment of the present invention, as shown in fig. 3 and 4, when the soil-fixing material is the geogrid 2, the geogrid 2 has a conical cylindrical structure with an opening at the top end and an opening at the bottom end, and the diameter of the conical cylindrical structure gradually decreases from bottom to top, and at this time, the geogrid 2 needs to overcome the friction force of the piled soil along the horizontal direction after the earth is filled; after earth is backfilled inside each geogrid 2, the geogrid 2 needs to be covered by dumping the earth.
The filling method of the truncated cone-shaped variable slope ratio compaction-free earthwork has the characteristics and advantages that:
the filling method of the frustum-shaped variable slope ratio compaction-free earthwork comprises the steps of cutting out soil reinforcing materials for fixing all layers of the mound according to the shape and the number of the mound layers of the preset filling earthwork, independently shaping without depending on any external stress structure when shaping the filling earthwork, arranging soil reinforcing materials at the bottom layer in a filling construction area, backfilling earthwork towards the inner side of the soil reinforcing materials, sequentially arranging corresponding soil reinforcing materials on the top surfaces of all the backfilled earthwork from bottom to top, backfilling the inner sides of the corresponding soil reinforcing materials after arranging each layer of the soil reinforcing materials, achieving the purpose of reinforcing the mound through the stretching resistance of the soil reinforcing materials and the friction force between the soil reinforcing materials and the mound, and ensuring that the filling earthwork has good stability without mechanical compaction in backfilling operation.
The method for filling the frustum-shaped variable slope ratio compaction-free earthwork can adjust the slope ratio of the filled earthwork (namely, the length of the soil fixing material is increased, the slope ratio of the filled earthwork is reduced, the length of the soil fixing material is reduced, and the slope ratio of the filled earthwork is increased) by changing the length of the soil fixing material corresponding to each layer of mound, thereby achieving the purpose of filling the frustum-shaped variable slope ratio compaction-free earthwork, not only reducing the labor intensity of the filled earthwork, effectively improving the construction efficiency, but also improving the stability of the filled earthwork, and having the advantages of adjustable slope ratio and compaction-free.
The filling method of the frustum-shaped variable slope ratio compaction-free earthwork has the advantages that the working efficiency can be improved by 5-6 times compared with the traditional earthwork filling method, the economic cost required after each filling earthwork is shaped is reduced by at least 2000 yuan compared with the traditional earthwork filling method, the cost is saved, the working efficiency is improved, green construction is realized, a good effect is obtained, and the filling method is suitable for the field environment with deficient resources.
The above description is only an exemplary embodiment of the present invention, and is not intended to limit the scope of the present invention. Any equivalent changes and modifications that can be made by one skilled in the art without departing from the spirit and principles of the invention should fall within the protection scope of the invention.
Claims (10)
1. The filling method of the truncated cone-shaped variable slope ratio compaction-free earthwork is characterized by comprising the following steps of:
step S1: presetting the shape of the mound of the filled earthwork and the number of the mound layers, and selecting a soil fixing material for fixing the mound of each layer;
step S2: calculating a slope ratio according to the mound shape, and dividing the layer height according to the number of the mound layers to obtain the layer height and the perimeter of each layer of mound;
step S3: cutting out a plurality of sections of the soil fixing materials, wherein the length of each soil fixing material is equal to the perimeter of each layer of the corresponding mound, and the two ends of each soil fixing material are connected to enable the soil fixing materials to be annular;
step S4: arranging the soil fixing material positioned at the bottom layer in a filling construction area, and backfilling earthwork to the inner side of the soil fixing material;
step S5: sequentially arranging corresponding layers of the soil fixing materials on the top surfaces of the backfilled earthwork from bottom to top, and backfilling earthwork on the inner sides of the corresponding soil fixing materials after each layer of the soil fixing materials is arranged;
step S6: and dumping earthwork from top to bottom to form a soil layer covering each soil fixing material on the outer side of each soil fixing material.
2. The method for filling truncated cone-shaped variable slope ratio compaction-free earthwork according to claim 1, wherein the step S1 comprises:
step S101: according to the geotechnical test, obtaining the density, friction angle and cohesive force data of earthwork;
step S102: according to the density, the friction angle and the cohesive force data of the earthwork, obtaining the lateral extrusion force of the earthwork along the horizontal direction and the downward pressure of the earthwork along the vertical direction;
step S103: selecting the soil solidifying material according to the lateral extrusion force of the earthwork along the horizontal direction;
step S104: dividing the number of the soil piling layers according to the soil piling shape and the soil fixing material.
3. The method of claim 2, wherein the density of the earthwork is 1.8g/cm3To 2.0g/cm3。
4. The method for filling truncated cone-shaped variable slope ratio compaction-free earthwork according to claim 2, wherein in the step S103, the soil solidifying material is a color coated steel plate, and the color coated steel plate has a cylindrical structure with an open top end and an open bottom end.
5. The method for filling truncated cone-shaped variable slope ratio compaction-free earthwork according to claim 2, wherein in step S103, the soil-fixing material is a geogrid, and the geogrid has a top end opening, a bottom end opening and a tapered cylindrical structure with a diameter gradually decreasing from bottom to top.
6. The method of claim 1, further comprising cleaning the filling construction area and leveling the filling construction area before step S1.
7. The method for filling truncated cone-shaped variable slope ratio compaction-free earthwork according to claim 1, wherein in step S3, when cutting the soil reinforcing material, overlapping positions are respectively reserved at both ends of the soil reinforcing material, and the two overlapping positions are connected.
8. The method of filling with truncated cone-shaped variable slope ratio compaction-free earthwork according to claim 1, wherein the earthwork is transported to the filling construction area and backfilled uniformly to the inside of the soil reinforcing material in steps S4 and S5.
9. The method of claim 1, wherein in steps S4 and S5, the top surface of the inner backfill soil of each layer of the soil consolidation material is flush with the top edge of the corresponding soil consolidation material.
10. The method as claimed in claim 1, wherein in step S6, the earthwork is poured from top to bottom to slide along the outer wall of each layer of the soil-fixing material to form a soil layer covering the outer wall of each soil-fixing material, and the soil layer fills the gap between the soil-fixing material and the backfill earthwork.
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| CN106368222A (en) * | 2016-09-23 | 2017-02-01 | 山东科技大学 | Support device and method used for soil heaping and backfilling of engineering construction |
| CN109610487A (en) * | 2018-11-30 | 2019-04-12 | 福建建中建设科技股份有限公司 | A kind of Larsen steel sheet-pile cofferdam and its construction method |
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