CN111118967A - Construction method for filling foam light soil foundation pit of railway roadbed in soft soil area - Google Patents
Construction method for filling foam light soil foundation pit of railway roadbed in soft soil area Download PDFInfo
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- CN111118967A CN111118967A CN201911390864.8A CN201911390864A CN111118967A CN 111118967 A CN111118967 A CN 111118967A CN 201911390864 A CN201911390864 A CN 201911390864A CN 111118967 A CN111118967 A CN 111118967A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
- E01B2/006—Deep foundation of tracks
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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
- E02D2300/00—Materials
- E02D2300/0037—Clays
- E02D2300/0039—Clays mixed with additives
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Abstract
The invention discloses a construction method for filling a foam light soil foundation pit of a railway roadbed in a soft soil area, which comprises the following steps: carrying out water supply, electrification, passage, electrification communication and field leveling on the original ground, and then carrying out roadbed construction on the original bottom surface; carrying out foundation pit supporting construction and bored pile construction, excavating soil among piles layer by layer, and carrying out construction of an inter-pile soil nailing anchor rod among the piles; after the soil body is excavated to the designed elevation, the construction of a fixed structure is carried out; after the fixed structure is constructed, laying a sand-gravel cushion layer on the foundation of the ground, and laying a composite geomembrane on the top of the cushion layer; filling light soil layer by layer from the bottom of the foundation pit, laying a layer of galvanized iron wire mesh when the light soil is filled to 0.4-0.6 m below the elevation of the top surface, and filling the light soil to the top surface of the foundation pit after leveling; and paving a gravel layer on the top layer of the foamed light soil, and sandwiching and paving a layer of composite geomembrane in the gravel layer. The construction quality of the foundation pit filling roadbed in the soft soil area in the limited area can be ensured; the reliability of roadbed filling filler construction is ensured.
Description
Technical Field
The invention relates to the technical field of railway soft soil foundation reinforcement, in particular to a construction method for filling a railway roadbed foam light soil foundation pit in a soft soil area.
Background
With the rapid development of railway and city construction in China, the connection between the railway and peripheral supporting projects is more and more compact. In limited soft soil areas, the supporting and filling process of the foundation pit has prominent technical characteristics. This is particularly the case in the economically highly developed large and medium sized cities of the world. The phenomenon is common in the south-east China along the sea, so that a reasonable technical scheme is needed, and a safe, reliable and efficient construction method is adopted.
Along with the development of cities, the scale of railway stations is enlarged, and the functional requirements are more and more. In the soft soil limited area, the excavation of the foundation pit needs to consider not only the limited degree of the field and the safety level of the foundation pit, but also the treatment process of the deep soft soil area at the bottom of the foundation pit. Under the economic condition of high-speed development in China, the effectiveness of construction engineering is particularly outstanding, and the length of the engineering period directly influences the economic benefit and the social benefit. The early opening of the system can greatly improve the comprehensive strength of local tourism industry, economic trade, talent exchange and the like. For the soft foundation treatment project of the conventional foundation pit, the conventional composite foundation reinforcement measures such as a stirring pile, a jet grouting pile, a gravel pile, a CFG pile, a pile plate structure and the like are usually adopted to reinforce the conventional filler above the ground foundation surface. The original state soil is replaced by the foamed light soil, and due to the fact that the foamed light soil is low in weight, the engineering quantity of foundation treatment can be reduced through replacement, and deep foundation treatment is not needed; and because the foam light soil has high mechanization degree, high construction speed, good environmental protection performance and reasonable comprehensive cost, the foam light soil has more outstanding technical advantages for construction limited areas.
The railway station house in a country is transformed, and because the station house is in the main urban area of a city, a layer of running passageway needs to be built below the station track, and the construction site is limited. The newly-increased station and station yard stratum mainly comprises soft plastic powdery clay, slightly dense powdery soil and flow plastic silt powdery clay, the soft soil covering layer is thick, and the special rock soil is soft soil and soft soil.
Because the construction site of the section is limited, the construction of foundation pit supporting engineering is required before the construction, and the construction method mainly adopts row piles, and soil nail anchor rod supporting is carried out among the row piles. Because the main unfavorable geology of the construction site is soft soil, after the construction of the channel formed by the underground minus layer is finished, the foundation between the driving channels adopts the conventional jet grouting pile composite foundation reinforcement measure, and the upper part adopts the engineering measure of the conventional physical filler. The construction period is long, the construction cost is high, and the difficulty of entering construction machines and materials is large. Therefore, the construction process of filling the foam light soil is adopted in the construction site.
Disclosure of Invention
The invention aims to provide a foam light soil foundation pit filling for a railway roadbed in a soft soil area, which meets the supporting requirement of a foundation pit and ensures the construction quality of a foundation pit filling roadbed in the soft soil area in a limited area.
In order to achieve the purpose, the concrete technical scheme of the construction method for filling the foamed light soil foundation pit of the railway subgrade in the soft soil area is as follows:
a construction method for filling a foam light soil foundation pit of a railway roadbed in a soft soil area comprises the following steps: step one, performing water passing, electrifying, passage, electrifying communication and field leveling on the original ground, and then performing roadbed construction on the original ground; step two, carrying out foundation pit supporting construction and cast-in-situ bored pile construction, excavating soil among the piles layer by layer, and carrying out construction of soil nailing anchor rods among the piles; step three, after the soil body is excavated to the designed elevation, the construction of a fixed structure is carried out; after the fixed structure construction is finished, laying a sand-gravel cushion layer on the foundation of the ground, and laying a composite geomembrane on the top of the cushion layer; fifthly, filling light soil layer by layer from the bottom of the foundation pit, laying a layer of galvanized iron wire mesh when the light soil is filled to 0.4-0.6 m below the elevation of the top surface, and filling the light soil to the top surface of the foundation pit after leveling; and step six, paving a gravel layer on the top layer of the foamed light soil, and clamping and paving a layer of composite geomembrane in the gravel layer.
The construction method for filling the foam light soil foundation pit of the railway roadbed in the soft soil area has the advantages that:
1) the construction quality of the foundation pit filling roadbed in the soft soil area in the limited area can be ensured;
2) the reliability of roadbed filling filler construction, the stability of the roadbed and the qualification of roadbed post-construction settlement are ensured, and the roadbed is ensured not to generate diseases;
3) the supporting requirement of the foundation pit is met; the requirement of the bearing capacity of the foundation is met; the filling load is reduced, the additional stress is reduced, and the construction cost is reduced;
4) the method solves a plurality of technical problems of foundation pit support treatment measures, limited section soft foundation treatment and filling and the like during railway roadbed foam light soil foundation pit filling construction in a soft soil area;
5) the method can also be used for construction scheme treatment of building construction, highways and other similar places.
Drawings
Fig. 1 is a schematic structural diagram of the filling of the foamed light soil foundation pit of the railway roadbed in the soft soil area.
In the figure: 1. filling piles; 2. soil nailing and anchoring; 3. a crown beam; 4. a fixed structure; 5. a sand-gravel cushion layer; 6. compounding the geomembrane; 7. foamed light soil; 8. galvanizing wire netting; 9. a crushed stone layer; 10. asphalt wood board.
Detailed Description
In order to better understand the purpose, structure and function of the present invention, the following will describe in detail the construction method of the present invention for filling the foamed light soil foundation pit of the railway roadbed in the soft soil area with reference to the accompanying drawings.
As shown in fig. 1, the construction method for filling the foamed light soil foundation pit of the railway subgrade in the soft soil area comprises the following steps:
step one, carrying out roadbed construction (leveling construction) on the original ground, and carrying out construction under the construction operation condition of four-way and one-level.
Specifically, in the first step, the four-way one-level work before roadbed construction is carried out on the original ground specifically comprises water passing, power on, channel passing, power on communication and field leveling, so as to prepare for construction. The field is leveled, so that the original ground substrate of the field is compact and level, the pit treatment is thorough, and no potential quality hazard exists. The leveling engineering construction in the region adopts the combined operation of an excavator, a loader, a bulldozer and a road roller, and the manual cooperation and the transportation construction of a dump truck.
And step two, carrying out foundation pit supporting construction and cast-in-situ bored pile 1 construction. And after the pile body is detected to be qualified, excavating soil bodies among the piles layer by layer, and constructing the soil nailing anchor rod 2 among the piles.
Specifically, in the second step, the construction of the bored pile 1 specifically includes the following steps: before construction, a drainage system is completed in time, and a temporary drainage facility is combined with an original drainage system and a permanent drainage facility to ensure that drainage of a construction site is smooth. Determining a red line position pile according to construction drawing field management and technicians; and carrying out safety education and training on constructors.
The cast-in-situ bored pile 1 is drilled by a rotary drilling rig, and is formed by pouring concrete underwater after mud wall protection. The specific construction process flow is as follows:
before construction, a temporary road is built to meet the requirement of entering a drilling machine, a mud pit is arranged, and meanwhile, sundries and mud in the field are cleaned, leveled and tamped to prevent the drilling machine from generating uneven settlement.
And embedding a steel pile casing according to the pile position determined by measurement. The pile casing is buried by digging and burying method, and the pile position locator is used to ensure the center of the pile casing is consistent with the center of the pile. When digging and burying, the space between the pile casing and the pit wall is filled with clay. And after the pile casing is embedded, the pile position is timely rechecked, and if the error is greater than the standard requirement, the pile casing is embedded again.
When the drilling machine is in place, the base is kept stable, and three points of a pulley at the head of the tower frame of the drilling machine, the center of the turntable and the pile position are in a straight line. The center of the drill bit is aligned with the pile position by adopting a pile positioner. The drill rod is adjusted to be vertical by utilizing a bidirectional adjusting scale or a line weight. Firstly, the slurry is made in the casing by using a drill bit, and then the hole is drilled formally after a part of slurry is stored in the slurry pool. The drilling is stable, accurate and slow, and the drilling speed is determined according to the soil layer type, the aperture size, the drilling depth and the slurry supply amount. In order to ensure the verticality of the drilled hole, a drill guide device is arranged in the drilling process, and if inclined holes, bent holes, shrinkage holes and collapsed holes occur or slurry flows around the casing and the ground sinks, the drilling is stopped and necessary engineering measures are taken.
Preparing slurry: all the used mud is high-quality high-plasticity clay premixed in advance, and the mud is added and purified in time along with the construction progress; the quality of the formed hole and the pile is ensured.
Drilling: during drilling, the drilling speed is mastered according to the soil layer condition, and the lifting speed of the drilling bucket in the hole is strictly controlled; when the hole is drilled to the depth required by the design, the hole depth is measured on site by constructors and supervision engineers together, and the hole depth is used as the basis of the final hole depth.
The first slag removal of the drilling machine: after the hole is formed, slightly raising the drill rod, and then cleaning the hole for the first time by using the drill rod, wherein the first hole cleaning is carried out by using the drill rod, so that the strict control is carried out on the time (not less than 30 minutes) and the mode (lifting the drill rod up and down) so as to clean sediment generated during hole forming.
Manufacturing and placing a reinforcement cage: the reinforcement cage is made on site, the stirrups and the main reinforcements are firmly bound at each node, and the reinforcement cage is slowly laid to prevent collision with the hole wall.
Placing a catheter: the wall thickness of the conduit is not less than 3mm, and the diameter is preferably 200-250 mm; the diameter manufacturing deviation should not exceed 2mm, the sectional length of the conduit can be determined according to the process requirements, the length of the bottom pipe should not be less than 4m, and the joint should adopt a double-thread square buckle quick joint; before the catheter is used, the catheter is assembled and tested, and the pressure of the test water can be 0.6-1.0 MPa; the inside and outside of the catheter should be cleaned after each perfusion.
Cleaning the hole for the second time: and after primary hole cleaning, taking out the drill rod, measuring the hole depth, placing the reinforcement cage and the concrete guide pipe at the close time, pressing in grout through the concrete guide pipe, performing secondary hole cleaning, and removing sediments generated when the reinforcement cage and the concrete guide pipe are placed. The sediment at the bottom of the hole meets the design and standard requirements. After the secondary hole cleaning is finished, the hole depth is measured by a special person.
Pouring concrete: pre-mixed commercial concrete is adopted, and a pump is adopted to directly connect the pre-mixed commercial concrete into a collecting hopper; when the concrete is poured, the distance from the bottom of the conduit to the bottom of the hole is preferably 300-500 mm; the storage amount of the concrete is enough, and the length of the conduit buried below the concrete pouring surface at one time is not less than 0.8 m; the depth of the conduit embedded in the concrete is preferably 2-6 m. Strictly lifting the guide pipe out of the concrete pouring surface, controlling the speed of lifting the guide pipe, measuring the buried depth of the guide pipe and the height difference of the concrete pouring surface inside and outside the pipe by a special person, and filling in an underwater concrete pouring record; pouring underwater concrete must be continuously constructed, pouring time of each pile should be controlled according to initial setting time of initial disc concrete, and faults in the pouring process should be recorded and documented; the final pouring amount should be controlled, the height of the super-pouring is preferably 0.8-1.0 m, and the strength of the exposed pile top concrete must be ensured to reach the design grade after the height of the flood is chiseled off. And a crown beam 3 is additionally arranged on the pile top.
And after the construction detection of the cast-in-situ bored pile 1 is qualified, the next procedure of construction is carried out.
In addition, in the cast-in-place pile 1 soil nailing anchor rod 2 in the step two, the concrete construction process flow is as follows:
the method comprises the steps of excavating the soil body between piles from top to bottom in layers, wherein the excavation depth is not more than 2.0m each time, trimming the slope surface, removing the floating soil, installing a drain hole PVC pipe, spraying C20 concrete with the thickness of 0.075m, timely watering and maintaining, drilling holes after the strength reaches 70%, installing soil nails, grouting, installing a connecting piece, hanging a reinforcing mesh, spraying C20 mixed soil with the thickness of 0.075m again, timely watering and maintaining, and repeating the soil nail supporting process until the soil nail supporting process is completely finished, and completing the excavation of the soil body between piles until the designed elevation of the bottom of a foundation pit is excavated.
And step three, after the soil body is excavated to the designed elevation, constructing the fixed structure 4.
Specifically, in step three, a frame structure, a tunnel, or the like is used as the fixed structure 4. And after the fixed structure 4 reaches a certain strength, carrying out construction in the next step.
And fourthly, after the fixed structure 4 is constructed, paving a sand and gravel cushion 5 on the foundation of the ground, and paving a composite geomembrane 6 on the top of the cushion.
Specifically, in the fourth step, a sand and gravel cushion 5 with a thickness of 0.3m is laid on the ground base (foundation pit bottom), and a composite geomembrane 6 is laid thereon. The cushion layer comprises medium gravels with the thickness of 0.15m (the grain diameter is 4-6 mm, the average grain diameter is 4.6mm) and small cobbles (the grain diameter is 30-40 mm, and the average grain diameter is 34 mm). The thickness of the composite geomembrane 6 film is not less than 0.35mm, and the permeability coefficient is not more than 10-11 cm/s; the coating has long-term corrosion resistance and ageing resistance to sulfate, chloride and carbonate; the burst strength of CBR is not less than 2.5 KN; the breaking strength is not less than 20 KN/m; when used in severe cold areas, the coating also meets the anti-freezing requirement.
Performing quality inspection on the cushion layer, specifically comprising layered construction quality inspection and engineering quality acceptance; the quality and quality standard of the layered construction enable the cushion layer to reach the compactness required by the design, and the compaction coefficient lambda c reaches 0.94-0.97. And moreover, a penetration meter and heavy dynamic sounding inspection are adopted for the cushion layer, and the construction quality of the cushion layer is inspected by taking the penetration degree corresponding to the designed compaction coefficient as a standard through field tests.
The compaction coefficient is tested by adopting a sand irrigation method and a water irrigation method. When a penetrometer or dynamic sounding is adopted to test the construction quality of the cushion layer, the distance between test points of each layer is less than 4 m; when the bearing capacity of the cushion layer is tested by adopting a load test in completion acceptance, each single project is not less than 3 points; the number of inspection points is determined according to the unit engineering quantity or the engineering area.
And fifthly, filling light soil layer by layer from the bottom of the foundation pit, laying a layer of galvanized iron wire mesh 8 when the light soil is filled to 0.4-0.6 m (preferably 0.5m) below the elevation of the top surface, and filling the light soil to the top surface of the foundation pit after leveling.
Specifically, in the fifth step, the construction process of the foamed lightweight soil 7 is as follows:
before pouring the light soil, project setting partitions are firstly carried out according to the geological conditions and boundary conditions of the project at a work site. The division of the pouring area needs to meet the following requirements: (1) the maximum of the top surface area of a single pouring area should not exceed 400m2(ii) a (2) The length of the single pouring area in the long axis direction is not more than 30 m; (3) supporting and blocking the adjacent pouring areas by using anticorrosive wood-wool plates with the thickness of 1.5-2.5 cm (preferably 2cm) for parting at intervals, wherein the anticorrosive wood-wool plates are temporary supporting and blocking templates and are also deformation joints; (4) filling and processing the light soil; (5) a through long settlement joint with the width of 1.5-2.5 cm (preferably 2cm) is respectively arranged at the contact part of the light soil and the adjacent fixed structure 4, and an expansion joint of the asphalt wood board 10 is arranged in the through long settlement joint.
Constructing the foamed light soil 7:
and detecting the construction wet density and the compressive strength of the light soil.
And filling light soil layer by layer from the base, paving a layer of galvanized iron wire mesh 8 when the light soil is filled to 0.5m below the elevation of the top surface of the foamed light soil 7, and filling the light soil to the bottom surface of the surface layer of the foundation bed after leveling. The galvanized wire mesh 8 adopts a phi 1-2 mm @5cm multiplied by 5cm specification, and when the metal mesh is laid, U-shaped nails are adopted for anchoring, wherein the longitudinal anchoring distance is 1.5-2.5 m (preferably 2m), and the transverse anchoring distance is 0.6-1.4 m (preferably 1.0 m). The plane positions of the metal nets are overlapped and lapped, the lapping width is not less than 5cm, and the lapping positions are bound by iron wires and anchored by U-shaped nails. So that the construction of the last layer of light soil can be carried out. At the position of the settlement joint, the metal net should be disconnected from laying.
The minimum thickness of the foamed light soil 7 roadbed should not be less than 1.0 m.
And sixthly, laying a crushed stone layer 9 with the thickness of 25-35 cm (preferably 30cm) on the top layer of the foamed light soil, and sandwiching and laying a layer of composite geomembrane 6 in the crushed stone layer 9.
Specifically, in the sixth step, the construction process is as follows:
and laying the composite geomembrane 6 on the foam light soil surface layer which is qualified through detection, laying graded broken stones on the top of the composite geomembrane 6, wherein the compaction standard of the graded broken stones meets the requirement value in the railway specification.
The construction method for filling the foam light soil foundation pit of the railway roadbed in the soft soil area can ensure the construction quality of the foundation pit filling roadbed in the soft soil area in the limited area; the reliability of roadbed filling filler construction, the stability of the roadbed and the qualification of roadbed post-construction settlement are ensured, and the roadbed is ensured not to generate diseases; the supporting requirement of the foundation pit is met; the requirement of the bearing capacity of the foundation is met; the filling load is reduced, the additional stress is reduced, and the construction cost is reduced; the method solves a plurality of technical problems of foundation pit support treatment measures, limited section soft foundation treatment and filling and the like during railway roadbed foam light soil foundation pit filling construction in a soft soil area; the method can also be used for construction scheme treatment of building construction, highways and other similar places.
The present invention has been further described with reference to specific embodiments, but it should be understood that the detailed description should not be construed as limiting the spirit and scope of the present invention, and various modifications made to the above-described embodiments by those of ordinary skill in the art after reading this specification are within the scope of the present invention.
Claims (10)
1. A construction method for filling a foam light soil foundation pit of a railway roadbed in a soft soil area is characterized by comprising the following steps:
step one, performing water passing, electrifying, passage, electrifying communication and field leveling on the original ground, and then performing roadbed construction on the original ground;
step two, carrying out foundation pit supporting construction and cast-in-situ bored pile construction, excavating soil among the piles layer by layer, and carrying out construction of soil nailing anchor rods among the piles;
step three, after the soil body is excavated to the designed elevation, the construction of a fixed structure is carried out;
after the fixed structure construction is finished, laying a sand-gravel cushion layer on the foundation of the ground, and laying a composite geomembrane on the top of the cushion layer;
fifthly, filling light soil layer by layer from the bottom of the foundation pit, laying a layer of galvanized iron wire mesh when the light soil is filled to 0.4-0.6 m below the elevation of the top surface, and filling the light soil to the top surface of the foundation pit after leveling;
and step six, paving a gravel layer on the top layer of the foamed light soil, and clamping and paving a layer of composite geomembrane in the gravel layer.
2. The construction method according to claim 1, wherein in the second step, the construction of the bored cast-in-place pile specifically includes:
perfecting a drainage system, and combining a temporary drainage facility with an original drainage system and a permanent drainage facility;
the cast-in-situ bored pile is formed by drilling with a rotary drilling rig and pouring concrete underwater after mud wall protection.
3. The construction method according to claim 1, wherein the construction process of the anchor rods between the cast-in-place piles in the second step comprises:
excavating soil among piles in layers from top to bottom, trimming a slope, removing floating soil, installing a drain hole PVC pipe, spraying concrete, watering, maintaining, drilling, installing soil nails, grouting, installing connecting pieces and hanging a reinforcing mesh;
and spraying mixed soil again, spraying water in time for maintenance, excavating the lower layer, repeating the soil nail supporting process until the soil nail supporting of the section is completely finished, excavating the soil body between piles, and excavating to the designed elevation of the bottom of the foundation pit.
4. The construction method according to claim 1, wherein the construction is performed by using a frame structure and a tunnel as the fixed structure in the third step.
5. The construction method according to claim 1, wherein in the fourth step, a sand gravel cushion layer (5) is laid on the foundation, and a composite geomembrane (6) is laid on the sand gravel cushion layer, wherein the cushion layer comprises medium gravel with the grain diameter of 4-6 mm and small pebbles with the grain diameter of 30-40 mm.
6. The construction method according to claim 5, wherein the fourth step comprises quality inspection of the cushion layer, specifically comprises layered construction quality inspection and engineering quality acceptance, the quality and quality standard of layered construction enable the compaction coefficient lambdac of the cushion layer to reach 0.94-0.97, and the cushion layer is inspected by a penetrometer and heavy dynamic sounding.
7. The construction method according to the claim 1, characterized in that in the fifth step, the construction process of the foam light soil (7) comprises the step of carrying out project setting subareas according to the project geological conditions and boundary conditions of the work site before the light soil is poured.
8. The construction method according to claim 7, wherein in the fifth step, the division of the pouring area is required to meet the following requirements:
the maximum value of the top surface area of a single pouring area is less than 400m2；
The length of the single pouring area in the long axis direction is more than 30 m;
supporting and blocking the adjacent pouring areas by using anticorrosive wood-wool plates with the thickness of 1.5-2.5 cm for separating joints at intervals, wherein the anticorrosive wood-wool plates are temporary supporting and blocking templates and are also deformation joints;
filling and processing the light soil;
and a settlement joint with the width of 1.5-2.5 cm and the through length is respectively arranged at the contact part of the light soil and the adjacent fixed structure and the like, and an asphalt wood board expansion joint is arranged in the settlement joint.
9. The construction method according to claim 7, wherein in the fourth step, the construction process of the foamed lightweight soil (7) comprises:
detecting the construction wet density and the compressive strength of the light soil;
filling light soil layer by layer from the base, when the light soil is filled to 0.5m below the top surface elevation of the foam light soil, paving a galvanized wire netting, leveling and then filling the light soil to the bottom surface of the surface layer of the foundation bed; overlapping the plane positions of the metal nets, wherein the overlapping width is higher than 5cm, and binding the overlapping positions by iron wires and anchoring by U-shaped nails; carrying out construction on the last layer of light soil; at the position of the settlement joint, the metal net should be disconnected and laid;
the minimum thickness of the foamed light soil (7) roadbed is more than 1.0 m.
10. The construction method according to claim 9, wherein in step six, a composite geomembrane is laid on the foamed lightweight soil surface layer, and graded crushed stones are laid on the top of the composite geomembrane.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112127347A (en) * | 2020-10-28 | 2020-12-25 | 中交第四航务工程勘察设计院有限公司 | Foundation structure of airport non-stop navigation area and construction method |
| CN112854254A (en) * | 2021-01-08 | 2021-05-28 | 中铁第六勘察设计院集团有限公司 | Construction method for existing railway field level subgrade support in deep artificial waste slag area |
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| CN112854254A (en) * | 2021-01-08 | 2021-05-28 | 中铁第六勘察设计院集团有限公司 | Construction method for existing railway field level subgrade support in deep artificial waste slag area |
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