CN114622573A - Construction method of reinforced concrete inner support stiffening plate - Google Patents
Construction method of reinforced concrete inner support stiffening plate Download PDFInfo
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- CN114622573A CN114622573A CN202210262928.1A CN202210262928A CN114622573A CN 114622573 A CN114622573 A CN 114622573A CN 202210262928 A CN202210262928 A CN 202210262928A CN 114622573 A CN114622573 A CN 114622573A
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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
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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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
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- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W30/00—Technologies for solid waste management
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Abstract
The invention relates to the technical field of foundation pit engineering, and discloses a construction method of a reinforced concrete inner support stiffening plate, which comprises the following construction steps: 1) excavating earthwork to form an excavation pit, pouring a cushion layer, and pouring concrete in the lower part of the support beam mold; 2) pouring fluid-state solidified soil into the area between the beams until the top of the fluid-state solidified soil reaches the bottom of the stiffening plate; the fluidized solidified soil is formed by stirring a curing agent, water and a granular soil body, wherein the curing agent comprises 5-15 parts of cement clinker, 12-20 parts of building gypsum, 50-70 parts of slag micro powder, 2-6 parts of alumina powder and 5-10 parts of sodium silicate powder according to the weight percentage; 3) arranging a stiffening plate mould after the fluid state solidified soil forms a solidified soil layer; 4) and pouring concrete into the upper part of the supporting beam mold and the stiffening plate mold until the concrete inside the supporting beam mold and the concrete inside the stiffening plate mold form a whole, and forming the integrated beam-slab structure platform by the supporting beam and the stiffening plate.
Description
Technical Field
The invention relates to the technical field of foundation pit engineering, in particular to a construction method of a reinforced concrete inner support stiffening plate.
Background
At present, with the continuous increase of urban construction scale, the available construction land of large cities is less and less, and more urban updating construction projects are started for promoting the development of local construction. The city updating projects are more old residential areas or business areas which are located in the central district of the city, so that the surrounding environment of the projects is increasingly complicated. Therefore, the environmental requirements faced by project foundation pit engineering are higher and higher, on one hand, the depth of the foundation pit is continuously increased, and on the other hand, the distance from the periphery of the foundation pit to municipal roads, underground pipelines and buildings is smaller and smaller. These require the foundation pit engineering to tightly control its deformation during excavation and construction, thereby reducing the disturbance to the surrounding environment. Therefore, more and more foundation pits adopt a mode of supporting and protecting in row piles matched with reinforced concrete inner supports.
The row piles are arranged at the periphery of a foundation pit and used as retaining and waterproof curtains, reinforced concrete beams which are crossed longitudinally and transversely are arranged in the foundation pit and used as supporting beams, usually, for later construction convenience, reinforced concrete stiffening plates are additionally arranged in the local or whole range of the first layer of inner support, and the plate surfaces of the stiffening plates are flush with the tops of the supporting beams. Therefore, the first layer of supporting beams and the stiffening plates jointly form a beam plate structure platform with a large area, and the beam plate structure platform can be used as a construction road, a material processing field or a material storage yard in the later period.
Because the stiffening plate is added at the top of the first supporting beam for the convenience of later construction, the supporting beam and the stiffening plate in the foundation pit jointly form a beam-slab structure platform.
In actual construction, the construction method comprises the following construction steps:
1) excavating the support beam and the stiffening plate to be constructed to the bottom of the support beam;
2) pouring a cushion layer at the bottom of the support beam, binding the steel bars of the support beam and supporting a side mold;
3) pouring the support beam concrete to the bottom of the stiffening plate, and stopping pouring;
4) backfilling plain soil serving as a stiffening plate soil mold in a region between the support beams in a layered manner, and tamping and backfilling the plain soil to the bottom of the stiffening plate in a layered manner;
5) and finishing and leveling the surface of the backfill soil layer, paving a geotextile isolation layer on the surface of the backfill soil layer, then paving a wood template, binding reinforcing steel bars of the reinforcing plates, and pouring the reinforcing plates and concrete surfaces of supporting beams on two sides to form the beam plate structure platform.
Although the backfill soil layer backfilled between the support beams is tamped by layered backfill, the strength of the concrete of the stiffening plates is still low after a certain period of time after the concrete is poured, and the backfill soil layer can not eliminate the later settlement only by tamping. Therefore, the backfill soil layer often generates settlement under the action of factors such as the self weight of concrete, construction disturbance, watering and maintenance, and the like, and further causes settlement deformation of the stiffening plates which are not completely cured.
In the prior art, aiming at the defects of the traditional process, the existing solution is to arch in advance, namely, after backfilling a backfill soil layer, the backfill soil layer is trimmed into a shape with a high middle part and a low periphery. And pouring the stiffening plates on the arched backfill soil layer, wherein the stiffening plates can slowly settle and deform due to the settlement of the backfill soil during the concrete curing period, and finally a nearly horizontal plate surface is formed.
Although the surface of the backfill soil layer is trimmed into an arch shape, the problem of settlement deformation of the stiffening plate in the maintenance period caused by settlement of the backfill soil layer can be solved, the radian shape is difficult to accurately control when the arching radian of the backfill soil layer is trimmed, and the arching radian is reserved in advance and the stiffening plate after settlement deformation cannot accurately keep the expected completely horizontal shape, so that the plate surface of the finally formed stiffening plate often fluctuates and is not flat.
Disclosure of Invention
The invention aims to provide a construction method of a reinforced concrete inner support stiffening plate, and aims to solve the problem that the surface of a stiffening plate formed after construction is uneven in the prior art.
The invention discloses a construction method of a reinforced concrete inner support stiffening plate, which comprises the following construction steps:
1) excavating earth to the bottom of the supporting beam to form an excavation pit, pouring concrete at the bottom of the excavation pit to form a cushion layer, binding supporting beam steel bars on the cushion layer, and erecting a supporting beam mould, wherein the supporting beam steel bars are positioned in the supporting beam mould, pouring concrete in the lower part of the supporting beam mould, and the excavation pit is provided with an inter-beam area positioned outside the supporting beam mould;
2) pouring fluid-state solidified soil into the area between the beams until the top of the fluid-state solidified soil reaches the bottom of the stiffening plate; the fluid solidified soil is formed by stirring a curing agent, water and a granular soil body, and the curing agent comprises 5-15 parts of cement clinker, 12-20 parts of building gypsum, 50-70 parts of slag micro powder, 2-6 parts of alumina powder and 5-10 parts of sodium silicate powder according to the weight fraction ratio;
3) after the fluid solidified soil is solidified, forming a solidified soil layer, and binding stiffening plate reinforcing steel bars and a stiffening plate mould on the solidified soil layer, wherein the stiffening plate reinforcing steel bars are arranged inside the stiffening plate mould, and the stiffening plate mould is communicated with the supporting beam mould;
4) the concrete is poured into the upper portion of the supporting beam mold and the stiffening plate mold until the concrete inside the supporting beam mold and the concrete inside the stiffening plate mold form a whole, after the concrete is solidified, the supporting beam mold forms a supporting beam, the stiffening plate mold forms a stiffening plate, and the supporting beam and the stiffening plate form an integrated beam-plate structure platform.
Furthermore, the cement clinker is ordinary Portland cement with the strength of 42.5MPa, and the specific surface area of the cement clinker is not less than 380 square meters per kg.
Furthermore, the building gypsum is hemihydrate gypsum, the content of beta calcium sulfate hemihydrate in the building gypsum is not less than 70.0%, and the specific surface area of the building gypsum is not less than 300m 2/kg.
Further, the slag micro powder is S105-grade slag micro powder subjected to high-temperature calcination, and is mineral waste residue subjected to high-temperature calcination, and the specific surface area of the slag micro powder is not less than 500 square meters per kilogram.
Further, the alumina powder is in a dry powder state, and the alumina content of the alumina powder is more than or equal to 95%.
Further, the sodium silicate powder is in a dry powder state, and the modulus of the sodium silicate powder is between 1 and 2.
Further, according to the weight percentage, the fluid solidified soil comprises 80-90 parts of granular soil, 10-15 parts of solidifying agent and 30-50 parts of water, and the grain diameter of the granular soil is less than 5 mm.
Further, in the construction step 3), after the fluid solidified soil is solidified to form a solidified soil layer, a lower geotextile layer is laid on the solidified soil layer, and then reinforcing steel bars are bound on the lower geotextile layer.
Further, in the construction step 3), after the lower geotextile is laid on the solidified soil layer, a connecting nail is driven into the solidified soil layer, the connecting nail comprises a nail body and a nail head connected to the top of the nail body, the nail head is disc-shaped, the nail body penetrates through the lower geotextile and is embedded into the solidified soil layer, the nail head is pressed against the lower geotextile from top to bottom, an upper geotextile layer is laid on the lower geotextile layer, and the nail head is covered by the upper geotextile layer; the nail head is provided with a butting end face which is arranged downwards and is butted on the lower-layer geotechnical cloth, the butting end face is provided with a plurality of bulges, and the bulges are butted downwards on the lower-layer geotechnical cloth.
Further, screening out granular soil bodies from the waste soil bodies constructed on site through a screening device; the screening device comprises an upper layer screening tray, a middle layer screening tray and a lower layer screening tray, wherein the upper layer screening tray, the middle layer screening tray and the lower layer screening tray are sequentially arranged at intervals along the direction from top to bottom;
the bottom of the upper layer sieve tray is provided with upper layer sieve holes, the bottom of the middle layer sieve tray is provided with middle layer sieve holes, the bottom of the lower layer sieve tray is provided with lower layer sieve holes, and the diameters of the upper layer sieve holes, the middle layer sieve holes and the lower layer sieve holes are gradually reduced; a rotating shaft longitudinally arranged from top to bottom penetrates through the screener, and the rotating shaft penetrates through the upper-layer sieve tray, the middle-layer sieve tray and the lower-layer sieve tray from top to bottom;
the rotating shaft is provided with an upper section positioned above the upper-layer sieve tray, a middle section positioned between the upper-layer sieve tray and the middle-layer sieve tray and a lower section positioned between the middle-layer sieve tray and the lower-layer sieve tray; the upper section is provided with a plurality of blades, the blades are obliquely arranged along the rotating direction of the rotating shaft from top to bottom, and a gap is formed between the bottoms of the blades and the bottom of the upper-layer sieve tray;
the middle section is hinged with a plurality of swinging pieces which are longitudinally arranged, the inner ends of the swinging pieces are hinged with the middle section, the outer ends of the swinging pieces are arranged to extend outwards away from the middle section, a plurality of through holes are formed in the swinging pieces, and the through holes transversely penetrate through the swinging pieces;
the lower section is connected with a plurality of scraping blades which are longitudinally arranged, and the bottoms of the scraping blades abut against the bottom of the lower-layer screen disc.
Compared with the prior art, the construction method of the reinforced concrete inner support stiffening plate provided by the invention has the following advantages:
1) forming a solidified soil layer by using the fluid solidified soil, wherein the fluid solidified soil has higher strength;
2) the curing agent in the fluid curing soil contains alumina and building gypsum, the reaction speed is extremely high, the curing soil setting time is short, the curing soil has high strength in a short time, the early strength is high, and the subsequent process of constructing the stiffening plate in advance can be facilitated;
3) the early strength of the fluidized solidified soil is high, the rigidity is high, the sedimentation is very small, and the problem of sedimentation deformation during the construction of the soil formwork is not required to be considered, so that the problem of arching of a solidified soil layer is not required to be considered when the stiffening plate is constructed, and the construction is simple;
4) the curing agent mixed with the fluidized curing soil contains more slag micro powder with fine particles and building gypsum, and is mixed with a granular soil body, so that the fluidized curing soil has excellent fluidity and self-leveling property, can easily flow around to fill each pore under the action of gravity, forms a cured soil layer with a smooth and flat surface and an approximately horizontal surface, and does not need secondary finishing and leveling of the surface of the cured soil layer;
5) the surface of the solidified soil layer is smooth, a wood template at the bottom is not needed, and the manufacturing cost is saved.
Drawings
FIG. 1 is a schematic structural flow chart of a construction method of a reinforced concrete inner support stiffening plate provided by the invention;
FIG. 2 is a schematic front view of a connection pin provided by the present invention;
fig. 3 is a schematic front view of the screening device provided by the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The following describes the implementation of the present invention in detail with reference to specific embodiments.
The same or similar reference numerals in the drawings of the present embodiment correspond to the same or similar components; in the description of the present invention, it should be understood that if there is an orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", etc. based on the orientation or positional relationship shown in the drawings, it is only for convenience of describing the present invention and simplifying the description, but it is not intended to indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes and are not to be construed as limiting the present patent, and the specific meaning of the above terms will be understood by those of ordinary skill in the art according to the specific circumstances.
Referring to fig. 1-3, preferred embodiments of the present invention are shown.
The construction method of the reinforced concrete inner support stiffening plate comprises the following construction steps:
1) excavating earth to the bottom of the supporting beam 100 to form an excavating pit 102, pouring concrete at the bottom of the excavating pit 102 to form a cushion layer, binding supporting beam reinforcing steel bars 101 on the cushion layer, erecting a supporting beam mould, wherein the supporting beam reinforcing steel bars 101 are positioned in the supporting beam mould, pouring concrete in the lower part of the supporting beam mould, and the excavating pit 102 is provided with an inter-beam area positioned outside the supporting beam mould;
2) pouring fluid-state solidified soil into the area between the beams until the top of the fluid-state solidified soil reaches the bottom of the stiffening plate 300; the fluid solidified soil is formed by stirring a curing agent, water and a granular soil body, wherein the curing agent comprises 5-15 parts of cement clinker, 12-20 parts of building gypsum, 50-70 parts of slag micro powder, 2-6 parts of alumina powder and 5-10 parts of sodium silicate powder according to the weight fraction ratio;
3) after the fluid solidified soil is solidified, forming a solidified soil layer 200, binding stiffening plate steel bars and a stiffening plate mould on the solidified soil layer 200, placing the stiffening plate steel bars in the stiffening plate mould, and communicating the stiffening plate mould with the supporting beam mould;
4) and pouring concrete into the upper part of the supporting beam mold and the stiffening plate mold until the concrete inside the supporting beam mold and the concrete inside the stiffening plate mold form a whole, after the concrete is solidified, forming a supporting beam 100 inside the supporting beam mold, forming a stiffening plate 300 inside the stiffening plate mold, and forming an integrated beam-plate structure platform by the supporting beam 100 and the stiffening plate 300.
The construction method of the reinforced concrete inner support stiffening plate has the following advantages:
1) forming a solidified soil layer 200 by using the fluid solidified soil, wherein the fluid solidified soil has higher strength;
2) the curing agent in the fluid curing soil contains alumina and building gypsum, the reaction speed is very fast, the curing soil setting time is fast, the curing soil can have higher strength in a shorter time, the early strength is high, and the subsequent process of constructing the stiffening plate 300 in advance can be facilitated;
3) the early strength of the fluid solidified soil is high, the rigidity is high, the sedimentation is very small, and the problem of sedimentation deformation during the construction of the soil formwork is not required to be considered, so that the problem of 200 arching of the solidified soil layer is not required to be considered when the stiffening plate 300 is constructed, and the construction is simpler;
4) the curing agent mixed with the fluidized curing soil contains more slag micro powder with fine particles and building gypsum, and is mixed with a granular soil body, so that the fluidized curing soil has excellent fluidity and self-leveling property, each pore is easily filled in a flowing manner at four places under the action of gravity, the cured soil layer 200 with a smooth and flat surface and an approximately horizontal surface is formed, and the secondary finishing and leveling of the surface of the cured soil layer 200 are not needed;
5) the surface of the solidified soil layer 200 is smooth, a wood template at the bottom is not needed at all, and the manufacturing cost is saved.
The cement clinker is ordinary Portland cement with the strength of 42.5MPa, and the specific surface area of the cement clinker is more than or equal to 380 square meters per kg.
The building gypsum is hemihydrate gypsum, the content of beta calcium sulfate hemihydrate in the building gypsum is not less than 70.0 percent, and the specific surface area of the building gypsum is more than or equal to 300m 2/kg.
The slag micro powder is S105-grade slag micro powder calcined at high temperature, is mineral waste residue calcined at high temperature, and has a specific surface area of not less than 500 square meters per kg.
The alumina powder is in a dry powder state, and the alumina content of the alumina powder is more than or equal to 95 percent.
The sodium silicate powder is in a dry powder state, and the modulus of the sodium silicate powder is between 1 and 2.
According to the weight percentage, the fluidized solidified soil comprises 80-90 parts of granular soil, 10-15 parts of solidifying agent and 30-50 parts of water, and the grain diameter of the granular soil is less than 5 mm.
In this embodiment, the fluid-state solidified soil has good fluidity and good self-leveling property, and after being conveyed to the pit or the area between the supporting beams 100 and solidified, a smooth surface can be formed, and the surface flatness and the levelness are extremely high.
The cement clinker mainly comprises tricalcium silicate, dicalcium silicate, tricalcium aluminate, tetracalcium aluminoferrite, calcium sulfate and the like. After the cement clinker in the curing agent is mixed with water, the cement clinker and the water generate strong hydrolysis and hydration reactions, calcium hydroxide is decomposed from the solution besides the generation of calcium silicate hydrate, and the calcium hydroxide provides a proper alkaline environment for the chemical reaction of slag micro powder in the curing agent.
The building gypsum comprises the main component of calcium sulfate, wherein one part of the calcium sulfate reacts with tricalcium aluminate in cement minerals to quickly generate acicular ettringite, and the other part of the calcium sulfate promotes the chemical reaction of slag micro powder in water to react with active silicon dioxide, aluminum oxide and the like in the slag micro powder to generate ettringite crystals.
The slag micro powder is waste residue which is calcined at high temperature, the slag micro powder has certain activity, the slag micro powder independently reacts with soil particles with a common effect, but if alkaline materials such as gypsum, cement and the like are added, under the action of an alkaline environment, calcium oxide and silicon oxide molecules in the slag micro powder are destroyed to form a large number of ions, and the ions and other elements generate an ettringite product. Ettringite can consolidate soil particles, agglomerate them together and gradually harden, and finally become a brittle hardened body.
The alumina powder is an amphoteric oxide with higher activity, and the alumina powder reacts with calcium oxide in the slag micro powder and sulfur trioxide in the gypsum to generate ettringite at first due to the highest activity, so that the reaction effect of the slag micro powder and soil particles can be accelerated and the early strength is improved due to the fastest reaction speed.
The sodium silicate powder has the main function of providing an alkaline environment for hydration of the slag micro powder, sodium silicate releases sodium hydroxide in water to dissolve glass on the surface of the slag micro powder, the slag micro powder is promoted to form calcium silicate hydrate colloid, and the colloid can be filled into soil body pores, so that the compactness and strength of the soil body are improved.
In the construction step 3), after the fluid solidified soil is solidified to form a solidified soil layer 200, a lower layer of geotextile is laid on the solidified soil layer 200, and then reinforcing steel bars are bound on the lower layer of geotextile, so that the bonding phenomenon between the formed reinforcing steel bars 300 and the solidified soil layer 200 is avoided, and the subsequent excavation of the soil body below is facilitated.
In the construction step 3), after the lower geotextile is laid on the solidified soil layer 200, driving connecting nails into the solidified soil layer 200, wherein the connecting nails comprise nail bodies 401 and nail heads 402 connected to the tops of the nail bodies 401, the nail heads 402 are disc-shaped, the nail bodies 401 penetrate through the lower geotextile and are embedded into the solidified soil layer 200, the nail heads 402 are pressed on the lower geotextile from top to bottom, then an upper geotextile layer is laid on the lower geotextile layer, and the nail heads 402 are covered by the upper geotextile layer; the nail head 402 has a butt end face which is arranged downwards and butts against the lower geotextile, the butt end face is provided with a plurality of bulges 403, and the bulges 403 butt against the lower geotextile downwards.
Through arranging upper geotechnical cloth and lower floor's geotechnical cloth, like this, follow-up when carrying out below soil body excavation, solidification soil layer 200 can not bond with stiffening plate 300 at all, and whole solidification soil layer 200 communicates lower floor's geotechnical cloth, then can directly separate with upper geotechnical cloth completely.
The nail head 402 is arranged, so that the lower-layer geotextile and the solidified soil layer 200 can be connected into a whole, and the whole solidified soil layer 200 and the lower-layer geotextile can be separated from the soil body when the lower-layer soil body is excavated, so that the solidified soil layer 200 can be fluidized again.
Screening out granular soil bodies from the waste soil bodies constructed on site through a screening device; the screener comprises an upper-layer screen tray 601, a middle-layer screen tray 602 and a lower-layer screen tray 603, and the upper-layer screen tray 601, the middle-layer screen tray 602 and the lower-layer screen tray 603 are sequentially arranged at intervals along the direction from top to bottom;
the bottom of the upper-layer sieve tray 601 is provided with upper-layer sieve holes, the bottom of the middle-layer sieve tray 602 is provided with middle-layer sieve holes, the bottom of the lower-layer sieve tray 603 is provided with lower-layer sieve holes, and the diameters of the upper-layer sieve holes, the middle-layer sieve holes and the lower-layer sieve holes are gradually reduced; a rotating shaft 500 longitudinally arranged from top to bottom penetrates through the screener, and the rotating shaft 500 penetrates through the upper-layer screen tray 601, the middle-layer screen tray 602 and the lower-layer screen tray 603 from top to bottom;
the rotating shaft 500 has an upper section 501 located above the upper-layer sieve tray 601, a middle section 502 located between the upper-layer sieve tray 601 and the middle-layer sieve tray 602, and a lower section 503 located between the middle-layer sieve tray 602 and the lower-layer sieve tray 603; the upper section 501 is provided with a plurality of blades 701, the blades 701 are arranged obliquely along the rotation direction of the rotating shaft 500 from top to bottom, and a gap is formed between the bottom of each blade 701 and the bottom of the upper-layer sieve tray 601;
a plurality of swing pieces 702 which are longitudinally arranged are hinged on the middle section, the inner ends of the swing pieces 702 are hinged with the middle section, the outer ends of the swing pieces 702 are outwards extended and arranged away from the middle section, a plurality of through holes 7021 are formed in the swing pieces 702, and the through holes 7021 transversely penetrate through the swing pieces 702; the lower section 503 is connected to a plurality of longitudinally arranged wipers 703, and the bottoms of the wipers 703 abut against the bottoms of the lower screen tray 603.
In actual construction, after the waste soil is placed on the upper-layer sieve tray 601, the rotating shaft 500 rotates, at this time, after the agglomerated waste soil is smashed and stirred by the plurality of blades 701, the middle-layer sieve tray 602 is carried out through the upper-layer sieve holes, and a gap is formed between the bottom of the blades 701 and the upper-layer sieve tray 601, so that the blades 701 can rotate conveniently and the agglomerated waste soil can be smashed.
The blades 701 are arranged in an inclined manner, and can shovel up the waste soil from bottom to top, so that the caking waste soil can be further smashed.
In the middle-layer sieve tray 602, the swinging pieces 702 are hinged and swing to further break the soil falling from the upper-layer sieve tray 601, and the swinging pieces 702 are provided with through holes 7021, so that the swinging of the swinging pieces 702 is facilitated, and the swinging resistance is reduced.
The soil mass falling into the lower sieve tray 603 is further crushed into finer particles under the scraping action of the scraping blade 703, and the granular soil mass passing through the lower sieve holes is formed under the extrusion action of the scraping blade 703.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The construction method of the reinforced concrete inner support stiffened plate is characterized by comprising the following construction steps:
1) excavating earth to the bottom of the supporting beam to form an excavation pit, pouring concrete at the bottom of the excavation pit to form a cushion layer, binding supporting beam steel bars on the cushion layer, and erecting a supporting beam mould, wherein the supporting beam steel bars are positioned in the supporting beam mould, pouring concrete in the lower part of the supporting beam mould, and the excavation pit is provided with an inter-beam area positioned outside the supporting beam mould;
2) pouring fluid-state solidified soil into the area between the beams until the top of the fluid-state solidified soil reaches the bottom of the stiffening plate; the fluid solidified soil is formed by stirring a curing agent, water and a granular soil body, and the curing agent comprises 5-15 parts of cement clinker, 12-20 parts of building gypsum, 50-70 parts of slag micro powder, 2-6 parts of alumina powder and 5-10 parts of sodium silicate powder according to the weight fraction ratio;
3) after the fluid solidified soil is solidified, forming a solidified soil layer, and binding stiffening plate steel bars and a stiffening plate mould on the solidified soil layer, wherein the stiffening plate steel bars are arranged inside the stiffening plate mould which is communicated with the supporting beam mould;
4) the concrete is poured into the upper portion of the supporting beam mold and the stiffening plate mold until the concrete inside the supporting beam mold and the concrete inside the stiffening plate mold form a whole, after the concrete is solidified, the supporting beam mold forms a supporting beam, the stiffening plate mold forms a stiffening plate, and the supporting beam and the stiffening plate form an integrated beam-plate structure platform.
2. The method for constructing a reinforced concrete inner support stiffened plate of claim 1, wherein the cement clinker is ordinary portland cement with the strength of 42.5MPa, and the specific surface area of the cement clinker is not less than 380 square meters per kg.
3. The method for constructing a reinforced concrete inner support stiffened plate of claim 1, wherein the building gypsum is hemihydrate gypsum, the content of beta calcium sulfate hemihydrate in the building gypsum is not less than 70.0%, and the specific surface area of the building gypsum is not less than 300m 2/kg.
4. The construction method of the reinforced concrete inner-supporting stiffened plate of claim 1, wherein the slag micro powder is high-temperature calcined S105-grade slag micro powder and is high-temperature calcined mineral waste residue, and the specific surface area of the slag micro powder is not less than 500 square meters per kg.
5. The construction method of the reinforced concrete inner support stiffened plate of claim 1, wherein the alumina powder is in a dry powder state, and the alumina content of the alumina powder is not less than 95%.
6. The method for constructing a reinforced concrete inner support stiffened plate of claim 1, wherein the sodium silicate powder is in a dry powder state, and the modulus of the sodium silicate powder is between 1 and 2.
7. The method for constructing a reinforced concrete inner support stiffened plate of claim 1, wherein the fluid solidified soil comprises 80 to 90 parts of granular soil, 10 to 15 parts of curing agent and 30 to 50 parts of water according to the weight fraction ratio, and the grain diameter of the granular soil is less than 5 mm.
8. The method for constructing reinforced concrete inner-supporting stiffened plates as claimed in any one of claims 1 to 7, wherein in the construction step 3), after the fluid solidified soil is solidified to form a solidified soil layer, a lower geotextile is laid on the solidified soil layer, and then reinforcing steel bars are bound to the lower geotextile.
9. The method for constructing a reinforced concrete inner support stiffened plate according to claim 8, wherein in the step 3), after the lower geotextile is laid on the solidified soil layer, connecting nails are driven into the solidified soil layer, the connecting nails comprise nail bodies and nail heads connected to the tops of the nail bodies, the nail heads are disc-shaped, the nail bodies penetrate through the lower geotextile and are embedded into the solidified soil layer, the nail heads are pressed against the lower geotextile from top to bottom, an upper geotextile layer is laid on the lower geotextile, and the upper geotextile layer covers the nail heads; the nail head is provided with a butting end face which is arranged downwards and is butted against the lower-layer geotextile, the butting end face is provided with a plurality of bulges, and the bulges are butted against the lower-layer geotextile downwards.
10. The method for constructing a reinforced concrete inner support stiffener plate according to any one of claims 1 to 7, wherein the waste soil mass for on-site construction is screened out into a granular soil mass by a screening machine; the screening device comprises an upper layer screening tray, a middle layer screening tray and a lower layer screening tray, wherein the upper layer screening tray, the middle layer screening tray and the lower layer screening tray are sequentially arranged at intervals along the direction from top to bottom;
the bottom of the upper layer sieve tray is provided with upper layer sieve holes, the bottom of the middle layer sieve tray is provided with middle layer sieve holes, the bottom of the lower layer sieve tray is provided with lower layer sieve holes, and the diameters of the upper layer sieve holes, the middle layer sieve holes and the lower layer sieve holes are gradually reduced; a rotating shaft longitudinally arranged from top to bottom penetrates through the screener, and the rotating shaft penetrates through the upper-layer sieve tray, the middle-layer sieve tray and the lower-layer sieve tray from top to bottom;
the rotating shaft is provided with an upper section positioned above the upper-layer sieve tray, a middle section positioned between the upper-layer sieve tray and the middle-layer sieve tray and a lower section positioned between the middle-layer sieve tray and the lower-layer sieve tray; the upper section is provided with a plurality of blades, the blades are obliquely arranged along the rotating direction of the rotating shaft along the direction from top to bottom, and a gap is formed between the bottoms of the blades and the bottom of the upper-layer sieve tray;
the middle section is hinged with a plurality of swinging pieces which are longitudinally arranged, the inner ends of the swinging pieces are hinged with the middle section, the outer ends of the swinging pieces are arranged to extend outwards away from the middle section, a plurality of through holes are formed in the swinging pieces, and the through holes transversely penetrate through the swinging pieces;
the lower section is connected with a plurality of scraping blades which are longitudinally arranged, and the bottoms of the scraping blades abut against the bottom of the lower-layer screen disc.
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