CN117127642A - Fluidized solidified soil bearing platform structure and manufacturing method - Google Patents
Fluidized solidified soil bearing platform structure and manufacturing method Download PDFInfo
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- CN117127642A CN117127642A CN202310725269.5A CN202310725269A CN117127642A CN 117127642 A CN117127642 A CN 117127642A CN 202310725269 A CN202310725269 A CN 202310725269A CN 117127642 A CN117127642 A CN 117127642A
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- 239000002689 soil Substances 0.000 title claims abstract description 91
- 238000004519 manufacturing process Methods 0.000 title claims abstract description 15
- 239000004568 cement Substances 0.000 claims abstract description 62
- 238000003756 stirring Methods 0.000 claims abstract description 48
- 230000002787 reinforcement Effects 0.000 claims abstract description 39
- 239000006260 foam Substances 0.000 claims abstract description 25
- 239000012530 fluid Substances 0.000 claims abstract description 15
- 238000007711 solidification Methods 0.000 claims abstract description 9
- 230000008023 solidification Effects 0.000 claims abstract description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 29
- 239000010959 steel Substances 0.000 claims description 29
- 238000002156 mixing Methods 0.000 claims description 24
- 238000000034 method Methods 0.000 claims description 18
- 239000003795 chemical substances by application Substances 0.000 claims description 16
- 239000000463 material Substances 0.000 claims description 13
- 230000007246 mechanism Effects 0.000 claims description 10
- 239000011398 Portland cement Substances 0.000 claims description 3
- 239000002956 ash Substances 0.000 claims description 3
- 239000010881 fly ash Substances 0.000 claims description 3
- 229910021487 silica fume Inorganic materials 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 31
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 11
- 238000011049 filling Methods 0.000 abstract description 9
- 238000012423 maintenance Methods 0.000 abstract description 6
- 238000005516 engineering process Methods 0.000 abstract 1
- 239000010410 layer Substances 0.000 description 102
- 229920006248 expandable polystyrene Polymers 0.000 description 25
- 238000001723 curing Methods 0.000 description 15
- 230000003014 reinforcing effect Effects 0.000 description 5
- 238000013461 design Methods 0.000 description 4
- 238000004062 sedimentation Methods 0.000 description 4
- 230000006872 improvement Effects 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 230000003139 buffering effect Effects 0.000 description 2
- 239000004566 building material Substances 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 239000012943 hotmelt Substances 0.000 description 2
- 239000002440 industrial waste Substances 0.000 description 2
- 238000001556 precipitation Methods 0.000 description 2
- 239000010802 sludge Substances 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 239000002344 surface layer Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 239000002390 adhesive tape Substances 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000009749 continuous casting Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000003337 fertilizer Substances 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 239000002985 plastic film Substances 0.000 description 1
- 229920006255 plastic film Polymers 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 239000003469 silicate cement Substances 0.000 description 1
- 239000010902 straw Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000001502 supplementing effect Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
-
- 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
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D37/00—Repair of damaged foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Soil Sciences (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a fluidized solidified soil bearing platform structure, which comprises the following components in sequence from top to bottom: the bearing platform comprises an upper reinforced layer, a middle truss structure part truss structure, a lower reinforced layer and a fluid state solidified soil pouring body filled in the bearing platform, which are sequentially arranged from top to bottom, wherein EPS geotechnical foam is filled between the middle truss structure and the detachable template; cement stirring pile groups; a bearing layer. The invention also provides a manufacturing method of the fluid-state solidified soil bearing platform structure. According to the invention, the bearing platform and the cement stirring pile group are arranged on the bearing layer, and the EPS geotechnical foam and the detachable template are matched for carrying out fluid-state solidification soil pouring and filling, so that the problem that the existing soft soil roadbed reinforcement technology cannot be suitable for construction of a weak stratum with high water content is effectively solved, the bearing capacity and the stability are improved, continuous maintenance construction is not needed, meanwhile, a silt layer with high water content is not treated, the manufacturing cost is reduced, and the construction period is accelerated.
Description
Technical Field
The invention belongs to the technical field of foundation treatment, and particularly relates to a fluid-state solidified soil bearing platform structure and a manufacturing method thereof.
Background
In the field of foundation treatment, construction is a common problem under the condition of weak stratum such as high-water-content silt, mucky soil and the like, but the weak stratum has poor engineering characteristics such as strong fluidity, high compressibility, low bearing capacity and the like, and the mechanical approach of construction equipment is easy to incline, sink mud and the like, so that serious safety accidents are caused.
At present, the construction treatment of weak strata is mainly to gradually shallow solidification and promotion so as to form a shallow solidification layer with a certain bearing capacity, or to lay the bottom of a machine by utilizing a steel plate so as to improve the bearing capacity. The gradual solidification propulsion method has higher manufacturing cost and long construction period, only carries out construction operation in the treated area, and effectively improves the bearing capacity, a large amount of curing agents are often needed, the steel plate is paved with a certain difficulty, the operation is improper, the danger is easy to occur, and the consequence of vehicle destruction and human death is caused. Meanwhile, the two treatment methods are easy to generate uneven settlement and larger soil deformation, have the problems of limited bearing capacity improvement, continuous maintenance and construction requirement, poor stability and the like, and are not suitable for the conventional curing method especially in the construction condition facing the weak stratum with high water content.
According to the pile-supported soft soil roadbed reinforcing structure and the pile-supported soft soil roadbed reinforcing method disclosed in the Chinese patent application No. CN202210034963.8, the friction force of a reinforced soil interface is improved, the uneven sedimentation degree is controlled, lateral deformation is effectively prevented, but when the reinforcing structure and the reinforcing method are applied to construction of a soft stratum with high water content, the bearing capacity of a top embankment layer and a silt curing cushion layer is poor due to poor silt performance after curing, the soft stratum is difficult to directly use on site, precipitation treatment is needed before silt curing to achieve the water content required by stirring and paving, the precipitation operation of the soft stratum with high water content is time-consuming and labor-consuming, the consumption of the solidified silt related to the top embankment layer and the silt curing cushion layer is large, and the engineering progress is greatly limited.
Therefore, there is a need for a roadbed supporting structure and a manufacturing method thereof, which are applied to a weak stratum with high water content, have strong bearing capacity and stability, and are convenient for construction and subsequent maintenance.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a fluid state solidified soil bearing platform structure and a manufacturing method thereof, and aims to solve the problems that in the prior art, a gradual solidification and pushing method and a steel plate paving method are easy to generate uneven sedimentation and larger soil deformation, the bearing capacity is limited, continuous maintenance and construction are required, the stability is poor, the manufacturing cost of the gradual solidification and pushing method is high, the construction period is long, a large amount of curing agent is required, the steel plate paving method is difficult to operate, and the method is not suitable for the construction condition of a high-water-content weak stratum.
In order to solve the technical problems, the invention provides a fluidized solidified soil bearing platform structure, which comprises the following components in sequence from top to bottom:
the bearing platform comprises an upper reinforced layer, a middle truss structure, a lower reinforced layer and a fluid state solidified soil pouring body filled in the bearing platform, wherein the upper reinforced layer, the middle truss structure, the lower reinforced layer and the fluid state solidified soil pouring body are sequentially arranged from top to bottom;
the cement stirring pile group is formed by stirring cement with a soil curing agent and curing;
a bearing layer;
the upper end of the cement stirring pile group penetrates through the silt layer between the bearing platform and the bearing layer and is connected to the bottom of the bearing platform, and the lower end of the cement stirring pile group stretches into the bearing layer.
Further, the three-dimensional geocell reinforcement cushion layer is formed by filling three-dimensional geocells with fluid-state solidified soil, and the geogrid reinforcement cushion layer is formed by filling geogrids with fluid-state solidified soil.
Further, the fluid-state solidified soil is formed by mixing cement-based materials and silt, the water content of the silt is 80-110%, and the content of the cement-based materials is 20-30%.
Further, the slump of the fluid-state solidified soil is 180-200mm, and the 28d strength of the fluid-state solidified soil is not less than 3MPa.
Further, the soil solidifying agent comprises the following components in percentage by mass: the soil solidifying agent is prepared by mixing 65-80% of 42.5-grade Portland cement, 5-15% of blast furnace slag ash, 5-15% of fly ash and 5-10% of silica fume, wherein the mixing amount of the soil solidifying agent is 20-30 wt%.
Further, the cement mixing pile group comprises a plurality of cement mixing piles with variable cross sections and pile caps arranged at the tops of the cement mixing piles, the pile caps are positioned in the silt layer, and the tops of the pile caps are positioned at the bottoms of the lower reinforcement layers.
Further, the depth of the cement stirring pile entering the bearing layer is more than or equal to 1m, and the diameter of the cement stirring pile is 500-600 mm.
Further, the detachable template comprises a steel plate and a buckling mechanism, and the steel plate is detachably installed on the periphery of the middle truss structure and the EPS geotechnical foam through the buckling mechanism.
Further, the steel plate and the buckle mechanism meet the current national standard, and the strength and the rigidity meet the standard requirements.
Further, the thickness of the EPS foam is 200 mm-400 mm, the compressive strength is not less than 150kPa, and the EPS foam is a light material.
The invention also provides a manufacturing method based on the fluid state solidified soil bearing platform structure, which is characterized by comprising the following steps:
assembling the three-dimensional geocell reinforcement cushion layer and the geogrid reinforcement cushion layer into an upper reinforcement layer and a lower reinforcement layer, and inserting the upper reinforcement layer and the lower reinforcement layer into the middle truss structure by using a PVC pipe combination;
surrounding the EPS geotechnical foam around the middle truss structure, and fixing by using a detachable template to form a bearing platform;
vertically inserting a cement stirring pile group into the silt layer, so that the lower end of a pile bearing structure of the cement stirring pile group enters a bearing layer;
and horizontally arranging the bearing platform at the upper part of the cement stirring pile group, and pouring fluidized solidified soil into the bearing platform in a layered manner to form a stable bearing platform structure.
Compared with the prior art, the invention has the beneficial effects that:
1. through setting up cushion cap and cement stirring stake crowd on the bearing stratum, utilize upper and lower portion to add muscle layer and middle part truss structure, cooperate EPS geotechnique foam and detachable template to carry out flow state solidification soil pouring and filling, form the cushion cap, utilize cement stirring stake crowd to cross the silt layer of high moisture content and form the bottom bearing structure of high bearing capacity, effectively solved the problem that current weak soil roadbed reinforcement technique can't be applicable to the construction of high moisture content weak stratum, bearing capacity and stability have been promoted, need not to maintain the construction continuously, do not handle the silt layer of high moisture content simultaneously, curing agent quantity and construction degree of difficulty have been reduced by a wide margin, the cost is reduced, and the cushion cap construction, stirring stake construction and prefabricated flow state solidification soil construction can go on simultaneously, construction cycle has been accelerated.
2. And the cement soil stirring pile is adopted to realize the reinforcement treatment of the high-water-content soft soil foundation. The bottom bearing structure with high bearing capacity is formed by the combined action of the lower reinforcement layers, so that the sedimentation difference between piles and soil between piles can be effectively controlled, and the excessive uneven sedimentation of the whole bearing platform structure at the bottom is avoided.
3. Filling the three-dimensional geocell and the geogrid with fluid-state solidified soil to form a three-dimensional geocell reinforced cushion layer, a geogrid reinforced cushion layer and a middle truss structure to form a bearing layer. The three-dimensional geocell can be stretched into a net shape when being used as a reinforced material for construction, a cushion framework is formed by combining a geogrid at the bottom, fluid-state solidified silt is filled as a cushion filling material, a cushion structure body with strong lateral limitation and high rigidity is formed, namely an upper reinforced layer and a lower reinforced layer, the bearing capacity is improved from the transverse structural design, the distribution of vertical loads is evenly dispersed, the PVC pipe is matched with a middle truss structure to strengthen the soil mass transmission capacity between the upper reinforced layer and the lower reinforced layer, the vertical loads of the soil are evenly transmitted, the upper reinforced layer, the lower reinforced layer and the middle truss structure act together, a bearing platform with constraint performance is formed on the upper horizontal plane, the lower horizontal plane and each side face, the shear strain of the roadbed is controlled, the lateral deformation and the transverse sliding are prevented, the bearing capacity of the bearing platform is improved, and the roadbed settlement of the bearing platform is further reduced.
4. EPS geotechnical foam is used as a buffer layer. The impact and vibration load born by the bearing platform structure are difficult to eliminate, and the light and impact-resistant EPS geotechnical foam is added to the outer side of the middle truss structure to form a stable homogeneous buffer layer, so that the impact and vibration load born by the bearing platform structure are buffered, the overall stability is improved, and the improvement space of the bearing capacity of the bearing platform structure is expanded.
5. The waste is treated by waste, and the method is economical and environment-friendly. The fluid state solidified soil prepared from the silt, the novel cement-based solidified material and the industrial waste residue has the advantages that the strength meets engineering conditions, meanwhile, the disposal cost of the silt is saved, the silt is converted into building material resources, and a large amount of building material resources are provided for related engineering construction.
Drawings
FIG. 1 is a schematic view of a fluidized solidified soil platform structure according to an embodiment of the present invention;
FIG. 2 is a top view of a three-dimensional geocell reinforcement mat structure provided by an embodiment of the present invention;
FIG. 3 is a side view of a mid-truss structure provided by an embodiment of the invention;
FIG. 4 is a top view of a mid-truss structure provided by an embodiment of the invention;
fig. 5 is a construction process diagram of a method for manufacturing a bearing platform structure.
1, a bearing platform; 11. an upper reinforcement layer; 111. a surface layer; 112. a three-dimensional geocell reinforced cushion layer; 113. a geogrid reinforced cushion layer;
12. a buckle mechanism; 121. steel pipe, 122, buckle;
13. a middle truss structure; 131. a PVC pipe; 132. a fluid-state solidified earth casting body;
14. EPS geotechnical foam;
15. a steel plate;
16. a lower reinforcement layer; 161. a three-dimensional geocell reinforced cushion layer; 162. a geogrid reinforced cushion layer;
2. cement stirring pile groups; 21. cement stirring piles; 22. a pile cap;
3. a silt layer;
4. a bearing layer.
Detailed Description
The technical solutions of the embodiments of the present invention will be clearly and completely described in the following in conjunction with the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that, without conflict, the embodiments of the present invention and features of the embodiments may be combined with each other.
The invention will be further illustrated, but is not limited, by the following examples.
The invention provides a fluidized solidified soil bearing platform structure, which comprises the following components in sequence from top to bottom:
the bearing platform 1, the bearing platform 1 comprises an upper reinforced layer 11, a middle truss structure 13 and a lower reinforced layer 16 which are sequentially arranged from top to bottom, the upper reinforced layer 11 and the lower reinforced layer 16 comprise a three-dimensional geocell reinforced cushion layer and a geogrid reinforced cushion layer which are longitudinally connected, the middle truss structure 13 is filled with fluid-state solidified soil, a detachable template is surrounded outside the middle truss structure 13, EPS (expandable polystyrene) geotechnical foam 14 is filled between the middle truss structure 13 and the detachable template, and the upper reinforced layer 11 is provided with a surface layer 111 formed by pouring the fluid-state solidified soil;
the cement stirring pile group 2 is formed by stirring cement and solidifying the cement by a soil solidifying agent;
a bearing layer 4;
the upper end of the cement stirring pile group 2 passes through the primary environment silt layer 3 between the bearing platform 1 and the bearing layer 4 and is connected to the bottom of the bearing platform 1, and the lower end of the cement stirring pile group 2 extends into the bearing layer 4.
As shown in fig. 1, the bearing platform 1 is formed by pouring fluid solidified soil after site formwork construction, and comprises an upper reinforced layer 11, a middle truss structure 13, a lower reinforced layer 16, EPS geotechnical foam 14, a detachable steel plate 15 and a buckling mechanism 12 arranged outside the detachable steel plate 15. As shown in fig. 2, the geogrid is laid in the lower reinforcement layer 16, then the three-dimensional geocell is laid horizontally on the geogrid to form a structure body, the bottom is inserted into the lower reinforcement layer 16, the EPS geotechnical foam 14 forms a full-section buffer layer around the middle truss structure 13, and the detachable steel plate 15 forms a full-section enclosure around the EPS geotechnical foam 14 to form a casting mold. The upper reinforced layer 11 is laid in the same way as the lower reinforced layer 16, and is laid on the top surface of the middle truss structure 13 and fixed, so that the upper reinforced layer 11, the middle truss structure 13 and the lower reinforced layer 16 form a stable whole, and then the stable whole is layered and poured with fluid solidified soil to form the bearing platform 1, wherein the forming sequence is a three-dimensional geocell reinforced cushion layer 161, a geogrid reinforced cushion layer 162, a fluid solidified soil pouring body 132 and a three-dimensional geocell reinforced cushion layer 112 and a geogrid reinforced cushion layer 113 in the lower reinforced layer 16. The middle truss structure 13 can adopt a PVC pipe truss structure, the specification and the size of the PVC pipe 131 are 50-110 mm, and other skeletons capable of meeting the foundation construction requirements can be adopted.
As a specific forming manner of the reinforcement mat layers, the three-dimensional geocell reinforcement mat layers 161 and 112 are formed by filling three-dimensional geocells with fluid-state solidified soil, and the geogrid reinforcement mat layers 162 and 113 are formed by filling geogrids with fluid-state solidified soil.
As a manufacturing mode of the fluid state solidified soil, the fluid state solidified soil is formed by mixing cement-based materials and silt, the moisture content of the silt is 80-110%, and the content of the cement-based materials is 20-30%.
In order that the strength of the fluid-state solidified soil pouring body 132 formed by fluid-state solidified soil pouring filling meets the strength requirement of the roadbed, the slump of the fluid-state solidified soil is 180-200mm, and the 28d strength of the fluid-state solidified soil is not less than 3MPa.
In order to ensure that the engineering performance of the cement mixing pile group 2 meets the bottom bearing requirement, the soil curing agent comprises the following components in percentage by mass: the soil solidifying agent is prepared by mixing 65-80% of 42.5-grade Portland cement, 5-15% of blast furnace slag ash, 5-15% of fly ash and 5-10% of silica fume, and the mixing amount of the soil solidifying agent is 20-30 wt%.
As a structural embodiment of the cement mixing pile group 2, the cement mixing pile group 2 includes a plurality of variable-section cement mixing piles 21 and pile caps 22 provided on top of the cement mixing piles 21, the pile caps 22 being located in the sludge layer 3, and the top of the pile caps 22 being located at the bottom of the lower reinforcement layer 16. In order to ensure that the reinforcement strength of the cement mixing pile group 2 meets the design requirement, the water content of the silt layer 3 in the original environment is high, the engineering property is poor, the bearing capacity between the silt layers 3 is improved by adopting a variable cross-section pile form by the cement mixing pile 21, the cement mixing pile 21 is close to the bottom of the lower reinforcement layer 16, wherein the upper part of the variable cross-section pile is gradually enlarged in size, and the topmost surface area is not less than 1/8 of the bottom surface of the bearing platform 1.
In order to ensure that the cement mixing pile 21 is stably supported after construction is completed, the depth of the cement mixing pile 21 entering the bearing layer 4 is more than or equal to 1m, and the diameter of the cement mixing pile 21 is 500-600 mm.
As a specific structure of the detachable form, the detachable form includes a detachable steel plate 15 and a buckle mechanism 12, and the detachable steel plate 15 is detachably mounted on the periphery of the middle truss structure 13 and the EPS geotechnical foam 14 through the buckle mechanism 12.
The fastening mechanism 12 includes a steel pipe 121 and a fastening buckle 122 disposed outside the detachable steel plate 15, where the strength and rigidity of the detachable steel plate 15, the steel pipe 121 and the fastening buckle 122 meet the performance specification requirements during pouring, and conform to the current national standard. During construction, after the steel pipe 121 and the buckle 122 are installed, the fitting condition of the detachable steel plate 15 and the EPS geotechnical foam 14 is checked, and a gap is filled by the steel plate 15. The deformation condition of the detachable steel plate 15 and the EPS geotechnical foam 14 should be noted during the pouring of the fluid-state solidified soil, and the pouring speed is controlled to be 3m 3 /h。
In order to realize the buffer function of bearing the impact and vibration load on the bearing platform 1, the thickness of EPS foam is 200-400 mm, the compressive strength is not less than 150kPa, and the EPS foam is a light material.
In actual construction, in order to increase the lateral buffering performance of the bearing platform 1, the laying surfaces of the lower reinforcing ribs 16 at the bottom of the bearing platform 1 are reserved in part of spaces at two sides of the middle truss structure 13, and a slope is poured or other lateral buffering auxiliary operations are performed in the reserved spaces at the side edges, so that the method is used for further improving the bearing capacity of the whole bearing platform structure, and the improvement space of the bearing capacity of the bearing platform structure is expanded.
The invention also provides a manufacturing method based on the structure of the fluid-state solidified soil bearing platform 1, which comprises the following steps:
vertically inserting a cement stirring pile group 2 into the silt layer 3, so that the lower end of the cement stirring pile group 2 enters a bearing layer 4;
combining the three-dimensional geocell and the geogrid with a reinforced cushion layer, and paving a lower reinforced layer 16;
assembling the PVC pipe 131 into a middle truss structure 13 and inserting the middle truss structure into the lower reinforcement layer 16;
placing the upper stiffening layer 11 horizontally on top of the middle truss structure 13;
vertically surrounding the EPS geotextile 14 to the above-described unitary structure;
vertically surrounding the detachable template around the EPS geotechnical foam 14;
placing the steel pipe 121 horizontally around the detachable template, and tightening by using a buckle 122;
combining all the structures into a whole, namely, a bearing platform 1 structure template;
vertically inserting a cement stirring pile group 2 into the silt layer 3, and enabling the lower end of the cement stirring pile group 2 to enter a bearing layer 4;
horizontally arranging a structural template of the bearing platform 1 at the upper part of the cement stirring pile group 2;
and pouring the fluid-state solidified sludge in layers on the template of the structure of the bearing platform 1 to form the structure of the bearing platform 1 with the integral fluid-state solidified soil combined with the geotechnical material.
As shown in fig. 5, a specific manufacturing method of the structure of the bearing platform 1 combining the fluid-state solidified soil with the geotechnical material comprises the following steps:
step one, cleaning a field, and assembling a reinforcement layer.
Cleaning and leveling the installation site, removing sundries in the site, respectively and horizontally paving geogrid and three-dimensional geocell on the ground in sequence, and combining the geogrid and the three-dimensional geocell into a whole by using a bundling method to ensure firm connection between the geogrid and the cell.
And step two, assembling the PVC pipe truss structure.
The assembly of the PVC pipe truss structure is performed in two steps, in which a plurality of PVC pipes 131 are tightly connected in a hot-melt connection manner, the middle and both ends of the PVC pipe 131 of each diagonal member are hot-melted, and only both ends of the PVC pipe 131 of the vertical member are hot-melted, and the connection is sequentially performed from top to bottom until the truss shown in fig. 3 and 4 is completed. The second step is to lift the truss with the hot melt connection completed by using a crane to insert the truss into the reinforcement layer, and insert the truss into the reinforcement layer, so as to ensure the tight connection between the truss and the reinforcement layer, and then insert the upper reinforcement layer 11 in the same manner.
Step three, installing an EPS buffer layer and a detachable template
For the truss and the reinforced layer structure after the assembly is completed, the EPS geotechnical foam 14 is surrounded on the periphery, the size of the required EPS is accurately calculated, the gap width is measured, and the joint can adopt a connecting mode such as adhesive tape to ensure the water stopping effect. After the EPS buffer layer is covered, the outer ring is temporarily locked by adopting tools such as a string at the top and the bottom. And then the steel plate 15 is also wound around, the fitting tightness degree is noted, the size of the joint is strictly controlled, the outer ring is locked by using the steel pipe 121 after the joint is closed, the steel pipe 121 is connected with the EPS geotechnical foam 14 deformation as a standard, the deformation is controlled to be between 10 and 30mm, and the normal work of the template is ensured.
Fourthly, constructing the variable cross-section stirring pile in the design area
The stirring piles are uniformly arranged in square, and are reinforced by stirring machines and feeding machines. The curing agent adopts dry powder composed of 42.5-grade silicate cement and industrial waste residues, and the cement dosage is 270kg/m 3 The lifting speed of the stirring head is 10-20cm/min, and the rotating speed is 20-30r/min. The pressure is controlled to be 30MPa, and the flow is 80-100L/min. The size of the upper part of the variable cross section pile is gradually enlarged and is not smaller than 1/8 of the structure of the bearing platform 1.
The cement stirring pile group 2 is constructed by adopting a four-spraying four-stirring process, and the concrete steps comprise pile point arrangement, sinking and slurry spraying, stirring and lifting and pile body quality detection. Curing time is not less than 3 days.
Fifthly, placing the bearing platform structure and pouring the fluid-state solidified soil
Hoisting the bearing platform 1 structure after the strength of the cement mixing pile 21 meets the design requirement and inserting the steel pipe 121 for limitingThe mode is fixed, detects the inclination condition, guarantees that the structure level lays on stirring stake crowd. The initial setting time and the final setting time of the fluid solidified soil are respectively 6h and 12h, the upper layer pouring operation is carried out after the final setting of the lower layer, and the layered backfilling height is controlled to be 2-3 m. Prevent slurry leakage and slurry leakage of the fertilizer slot backfill fluid-state solidified soil, and influence the construction of the structure. Stirring the ready-mixed fluid-state solidified soil in a safe area, measuring and calculating the soil quantity and detecting the soil quality in the original soil preparation process, ensuring that no garbage and impurities exist in the mixed solidified soil, and strictly controlling the fluidity of the fluid-state solidified soil in the pouring process. Every 100m during continuous casting 3 Preparing a sample and preparing a concrete test block according to the requirements. Slump is controlled to be 180mm-200mm, and 28d strength is higher than 3MPa. And checking elevation and flatness after pouring to the designed elevation, wherein the ultra-high position is mechanically smoothed, and the low-lying position should be filled with fluid solidified soil in time.
Step six, maintaining and checking the bearing platform structure
After pouring, straw or plastic film can be used for covering and curing, and the curing time is not less than 7d. And (3) supplementing water in the maintenance period, and testing and checking the bearing capacity of the bearing platform structure after the maintenance is finished.
The foregoing is merely illustrative of the preferred embodiments of the present invention and is not intended to limit the embodiments and scope of the present invention, and it should be appreciated by those skilled in the art that equivalent substitutions and obvious variations may be made using the teachings of the present invention, which are intended to be included within the scope of the present invention.
Claims (10)
1. The utility model provides a flow state solidification soil cushion cap structure which characterized in that includes from top to bottom sets gradually:
the bearing platform comprises an upper reinforced layer, a middle truss structure, a lower reinforced layer and a fluid state solidified soil pouring body filled in the bearing platform, wherein the upper reinforced layer, the middle truss structure, the lower reinforced layer and the fluid state solidified soil pouring body are sequentially arranged from top to bottom;
the cement stirring pile group is formed by stirring cement with a soil curing agent and curing;
a bearing layer;
the upper end of the cement stirring pile group penetrates through the silt layer between the bearing platform and the bearing layer and is connected to the bottom of the bearing platform, and the lower end of the cement stirring pile group stretches into the bearing layer.
2. The structure of claim 1, wherein the three-dimensional geocell reinforcement mat is formed from fluid-cured soil filled three-dimensional geocells and the geogrid reinforcement mat is formed from fluid-cured soil filled geogrids.
3. The structure of the fluidized solidified soil bearing platform according to claim 1, wherein the fluidized solidified soil is formed by mixing cement-based materials and silt, the moisture content of the silt is 80-110%, and the content of the cement-based materials is 20-30%.
4. The fluidized solidified soil bed structure of claim 1, wherein the slump of the fluidized solidified soil is 180-200mm, and the 28d strength of the fluidized solidified soil is not less than 3MPa.
5. The fluidized bed curing soil-supporting table structure according to claim 1, wherein the soil-curing agent comprises, in mass fraction: the soil solidifying agent is prepared by mixing 65-80% of 42.5-grade Portland cement, 5-15% of blast furnace slag ash, 5-15% of fly ash and 5-10% of silica fume, wherein the mixing amount of the soil solidifying agent is 20-30 wt%.
6. The fluidized solidified soil bearing platform structure of claim 1, wherein the cement stirring pile group comprises a plurality of cement stirring piles with variable cross sections and pile caps arranged at the tops of the cement stirring piles, the pile caps are positioned in the silt layer, and the tops of the pile caps are positioned at the bottoms of the lower reinforcement layers.
7. The structure of the fluidized solidified soil bearing platform according to claim 6, wherein the depth of the cement stirring pile entering the bearing layer is more than or equal to 1m, and the diameter of the cement stirring pile is 500-600 mm.
8. The fluidized solidified soil cap structure of claim 1, wherein the detachable template comprises a steel plate and a fastening mechanism, the steel plate being detachably mounted on the periphery of the middle truss structure and the EPS geotechnical foam through the fastening mechanism.
9. The fluidized solidified soil supporting platform structure according to claim 1, wherein the thickness of the EPS foam is 200 mm-400 mm, and the compressive strength is not less than 150kPa.
10. A method for manufacturing a fluidized solidified soil cap structure according to any one of claims 1 to 9, comprising:
assembling the three-dimensional geocell reinforcement cushion layer and the geogrid reinforcement cushion layer into an upper reinforcement layer and a lower reinforcement layer, and inserting the upper reinforcement layer and the lower reinforcement layer into the middle truss structure by using a PVC pipe combination;
surrounding the EPS geotechnical foam around the middle truss structure, and fixing by using a detachable template to form a bearing platform;
vertically inserting a cement stirring pile group into the silt layer, so that the lower end of a pile bearing structure of the cement stirring pile group enters a bearing layer;
and horizontally arranging the bearing platform at the upper part of the cement stirring pile group, and pouring fluidized solidified soil into the bearing platform in a layered manner to form a stable bearing platform structure.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117486570A (en) * | 2023-12-29 | 2024-02-02 | 天津中岩大地材料科技有限公司 | Solidified soil, precast pile and method for preparing precast pile by solidified soil |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN117486570A (en) * | 2023-12-29 | 2024-02-02 | 天津中岩大地材料科技有限公司 | Solidified soil, precast pile and method for preparing precast pile by solidified soil |
| CN117486570B (en) * | 2023-12-29 | 2024-03-29 | 天津中岩大地材料科技有限公司 | Solidified soil, precast pile and method for preparing precast pile by solidified soil |
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