CN111691394A - Pile end soil body reinforcing system - Google Patents
Pile end soil body reinforcing system Download PDFInfo
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- CN111691394A CN111691394A CN202010424432.0A CN202010424432A CN111691394A CN 111691394 A CN111691394 A CN 111691394A CN 202010424432 A CN202010424432 A CN 202010424432A CN 111691394 A CN111691394 A CN 111691394A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/11—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/10—Geothermal energy
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Abstract
The invention discloses a pile end soil body reinforcing system which comprises a vacuum pump and a plurality of reinforcing units, wherein each reinforcing unit comprises an upright precast tubular pile, a pile head, a drainage unit, a heating unit and a temperature control unit, the pile head is fixedly connected to the bottom end of the precast tubular pile, each drainage unit comprises a pipeline and a plurality of drainage plates, the plurality of drainage plates are arranged on the pile head, one end of the pipeline is connected with the vacuum pump, the other end of the pipeline penetrates through an inner cavity of the precast tubular pile to be communicated with the plurality of drainage plates, the heating unit is arranged on the outer side of the pile head and is controlled by the temperature control unit, the plurality of temperature control units in the plurality of reinforcing units are powered by a distribution box arranged on the ground surface, and a power switch is arranged on the distribution box. This reinforcerment system can carry out vacuum preloading simultaneously or respectively to the pile end soil body and consolidate and heat, improves the bearing capacity on pile end soil layer fast, strengthens pile foundation anti deformability, is particularly useful for the reinforcement of the prefabricated pile foundation of the deep soft soil foundation of the degree of depth more than 15 ~ 35 m.
Description
Technical Field
The invention relates to the technical field of pile foundations, in particular to a pile end soil body reinforcing system.
Background
Deep soft soil foundations are widely distributed in coastal areas and inland lake areas of southeast China. The settlement control of buildings on soft ground has been a major challenge in the engineering community. As a foundation form with long history, high bearing capacity and wide application range, the pile foundation is widely applied to various fields of civil engineering. The common pile foundations in China can be divided into two categories, namely precast piles and cast-in-situ bored piles. The precast pile is produced industrially, has high construction mechanization degree and meets the industrialized requirement of the prefabricated building advocated vigorously by China. For this reason, the use of precast piles has increased year by year.
The precast pile has the advantages of high pile body strength, high construction speed, guaranteed quality, convenience in detection, low manufacturing cost and the like. However, in deep soft soil areas, the pile end of the precast pile cannot reach a hard soil layer, and the bearing capacity characteristic of the pile foundation is deviated, so that the problem of long-term settlement may be caused. The manufacturing industry of China gradually moves to the high-precision and high-quality field, and higher requirements are put forward for controlling the settlement of the pile foundation engineering in the factory building construction of the southeast coastal region of China. Under the engineering background, whether the problems of long-term sedimentation and uneven sedimentation occurring in the prefabricated pile foundation engineering can be effectively solved, and the strict control of the industrial factory building on the sedimentation is ensured, so that the method is a problem which is urgently needed to be solved at present and also a problem which has a good engineering prospect and an application prospect.
During the hammering or static pressure construction process of the precast pile, super static pore pressure can be generated on the soil body around the pile, the pore pressure dissipation speed is low, long-term post-construction settlement is easy to generate, and the application of the precast pile in the engineering with strict settlement control is limited. In addition, the soil body around the pile in a deep soft soil area is poor in property, the side friction resistance provided by the soil body is small, the ultimate bearing capacity of the pile foundation is usually controlled by the displacement of the pile top, the axial force of the pile body is small, the strength of the pile body is not reached, and the waste of the pile body material is caused. The combination of precast piles and drainage consolidation is a method proposed in recent years to solve the above problems. In consideration of the facts that during construction of precast piles, due to the soil squeezing effect, hyperstatic pore water pressure is generated in surrounding soil bodies and influences bearing capacity and settlement characteristics of pile foundations, engineering technicians and scholars think of increasing vertical drainage channels in pile bodies, around piles or soil among piles by digging drainage holes, arranging plastic drainage plates, sand wells and the like and accelerating dissipation of the hyperstatic pore water pressure. Thus, a novel pile, namely the drainage precast pile, is provided. At present, a feasible method for draining the water of the pile foundation is to change the structure of a pile body so as to lead the pile body to be provided with a drainage channel. For example, Li Furong et al developed a self-draining pile, which includes a prefabricated pile body and a sand lining, wherein the upper section of the prefabricated pile body is a waterproof concrete pipe, the lower section of the prefabricated pile body is a permeable concrete pipe, and the periphery of the permeable concrete pipe is provided with insections; a through drainage channel is arranged in the precast pile body; water seepage holes are arranged on the pervious concrete pipe and the insections; the periphery of the precast pile body is provided with a water seepage sand lining. The beam Yuze et al provides a rigid drainage pile, i.e. an axial through hole is arranged on a precast concrete pipe, an axial drainage groove is arranged on the vertical surface of the precast permeable concrete pipe, water in a soft soil layer enters the drainage groove through a permeable membrane, and the water in the through hole is pumped out through a vacuum pump. Mahongchun et al propose a rigid drainage pile and its positive and negative pressure quick drainage method. The technology of permeable tubular piles proposed by mei nationality male and the like is to provide permeable holes on the pile body, so that pore water in soil around the pile can enter the inner cavity of the tubular pile through the permeable holes during pile sinking, thereby accelerating the dissipation of the excess pore pressure. The permeable tubular pile is a novel tubular pile process for reducing the soil squeezing effect by accelerating the dissipation of the ultra-static pore water pressure. In the process of popularizing and applying the process, the permeable pipe pile becomes an urgent problem to be solved due to the fact that the strength of the permeable pipe pile after the hole is formed is reduced. Some researchers use pervious concrete as a material to replace common concrete and propose pervious concrete piles, but researches show that the strength of pervious concrete is inversely proportional to the degree of pervious concrete and the strength of pervious concrete is generally low, so that the pervious concrete is easy to damage during pile sinking, and therefore the application is not wide. Through setting up modes such as plastics drain bar, sand trap in bags increase vertical drainage channel between the stake or stake week, this is done all can accelerate hyperstatic pore water pressure dissipation to a certain extent, but its shortcoming is also very obvious: firstly, the drainage channel is not arranged at the position (pile side) where the hyperstatic pore water pressure is maximum, and the construction condition additionally increased not only increases the cost, but also prolongs the construction period. The measures of arranging the drainage channel on the pile side have obvious advantages compared with the drainage between piles, but the methods need to additionally arrange the drainage channel and need additional control measures and construction procedures.
In order to overcome the defect that the bearing capacity of the existing prefabricated pile of the deep soft soil foundation is insufficient, the invention provides a pile end soil body reinforcing system, which is used for improving the bearing capacity of a pile end soil layer and enhancing the deformation resistance of a pile foundation.
Disclosure of Invention
The invention provides a pile end soil body reinforcing system, aiming at the problem that the bearing capacity of the existing precast pile of a deep soft soil foundation is insufficient. The system can simultaneously or respectively carry out vacuum preloading reinforcement and heating on the soil body at the pile end, quickly improve the bearing capacity of the soil layer at the pile end and enhance the deformation resistance of the pile foundation.
The technical scheme adopted by the invention for solving the technical problems is as follows: a pile end soil body reinforcing system comprises a vacuum pump and a plurality of reinforcing units, wherein each reinforcing unit comprises an upright precast tubular pile, a pile head, a drainage unit, a heating unit and a temperature control unit, the pile head is fixedly connected with the bottom end of the precast tubular pile, each drainage unit comprises a pipeline and a plurality of drainage plates, the drainage plates are arranged on the pile head, one end of the pipeline is connected with the vacuum pump, the other end of the pipeline passes through the inner cavity of the precast tubular pile to be communicated with the plurality of drainage plates, the heating unit is arranged at the outer side of the pile head and is controlled by the temperature control unit, a plurality of temperature control units in a plurality of reinforcement units are supplied power by the distribution box installed on the earth's surface, and the distribution box is provided with a power switch.
When the pile end soil body reinforcing system is applied to reinforcing a prefabricated pile foundation of a deep soft soil foundation, before pile foundation construction, the connection between a pipeline and a vacuum pump and the connection between a heating unit and a temperature control unit are disconnected, during construction, all prefabricated pipe piles and pile heads are pressed into the soft soil foundation together, after the preset depth is reached, the pipeline is connected with the vacuum pump, and the heating unit is connected with the temperature control unit; then, a vacuum pump is started to perform vacuum preloading on the soil body at the pile end, the vacuum pump generates negative pressure to quickly pump away pore water in the soil body around the pile head, so that the bearing capacity of the soil layer at the pile end can be improved in a short time, the vacuum preloading consolidation of the soil body at the pile end is realized, the water content of the soil layer at the pile end is reduced, and the resistance of the pile end is increased; and (3) turning on a power switch while vacuumizing, and heating the soil body at the pile end by the heating unit to raise the temperature of the soil body at the pile end to a target temperature, wherein the heating can improve the permeability of the soil, so that the vacuum consolidation is accelerated, and the soil layer at the pile end is reinforced. After the soil layer at the pile end is reinforced, the vacuum pump, the temperature control unit and the distribution box are removed, the soil body at the pile end is naturally cooled, and the construction of the precast tubular pile is completed.
The temperature rise can improve the permeability coefficient of the soil body at the pile end, so that the consolidation coefficient is correspondingly and greatly improved, the consolidation time for the soil body to reach the designed bearing capacity at high temperature is obviously shortened compared with the soil body at normal temperature, meanwhile, the soil body is in 'super consolidated soil' due to the fact that the temperature rise is carried out firstly and then the temperature drop is carried out, and the mechanical property of the soil body in a certain range around the pile head is improved. The pile end soil body reinforcing system can obviously improve the pile end bearing capacity and the side friction resistance of the pile head part and simultaneously reduce the post-construction settlement of the soil body.
In practical application, only vacuum preloading can be carried out to reinforce the soil body at the pile end or only heat the soil body at the pile end, and the method is determined according to the design requirements.
As preferred, the upper portion of pile head adopt hollow design, the upper portion of pile head seted up the cavity, the cavity with precast tubular pile's inner chamber communicate with each other, polylith drain bar set up in the lateral wall on the upper portion of pile head, every the drain bar on be connected with a water conservancy diversion hose, the lateral wall on the upper portion of pile head on seted up a plurality of first perforation, every the water conservancy diversion hose pass one first perforation with the pipeline be linked together. The upper part of the pile head adopts the hollow design, so that the prefabricated pipe pile and the pipeline can be conveniently connected. The diversion hose is convenient for communicating the drainage plate with the pipeline.
Furthermore, the outer side wall of the upper part of the pile head is provided with a clamping groove for clamping and embedding the plurality of drainage plates. The drain board can be arranged vertically, also can the hoop arrange.
Furthermore, the plurality of clamping grooves are arranged along the circumferential direction of the upper portion of the pile head at intervals, each clamping groove is formed along the axial direction of the upper portion of the pile head, each first through hole is located at the bottom of one clamping groove, each clamping groove comprises a narrow diameter portion and a wide diameter portion which are communicated with each other when viewed from the cross section of the upper portion of the pile head, the narrow diameter portion is located on the outer side of the wide diameter portion, the narrow diameter portion penetrates through the outer surface of the upper portion of the pile head, and the width of each drainage plate is between the width of the narrow diameter portion and the width of the wide diameter portion. Through above-mentioned draw-in groove inlay card drain bar, it is effectual to the location of drain bar, the pile head of being convenient for simultaneously impresses in the soft soil foundation.
As preferred, the lower part of pile head adopt solid design, the lateral wall of the lower part of pile head seted up the annular, heating unit include resistance heating ring, resistance heating ring inlay and establish the annular in, resistance heating ring through the power cord with the block terminal link to each other, resistance heating ring's the outside laid temperature sensor, temperature sensor with temperature control unit link to each other through the signal line, the lower part of pile head seted up the second and perforated, the second perforate with the cavity communicate with each other, the power cord with the signal line warp the second perforate and walk the line. The bottom end of the precast tubular pile bears huge counter-force in the pile sinking process, the lower part of the pile head adopts a solid design, the compression resistance function is good, the bearing capacity is improved, and pipelines, power lines and signal lines in the precast tubular pile are protected. The temperature sensor is used for measuring the temperature of soil around the pile head in real time, transmitting signals to the temperature unit on the ground, and controlling the heating power of the resistance heating ring in real time by the temperature control unit.
Preferably, each drainage plate comprises a core plate and a filter membrane coated on the periphery of the core plate, and the diversion hose is communicated with a cavity surrounded by the filter membrane. The core plate is coated by the filter membrane, so that the pile head can be pressed into a soft soil foundation, and only water can penetrate through the filter membrane to enter the drainage plate in the vacuumizing process, so that the influence on the vacuumizing effect caused by the fact that a soil body enters the drainage plate and the diversion hose is avoided.
Furthermore, the filter membrane is a long fiber hot-rolled non-woven fabric filter membrane. The long-fiber hot-rolled non-woven fabric filter membrane has water immersion resistance and extremely excellent water infiltration performance, and is a preferred material of the filter membrane.
Preferably, a vacuum gauge and a valve are arranged on a connecting pipeline between the vacuum pump and the pipeline so as to monitor the vacuum degree in the vacuum pumping process in real time.
Preferably, the precast tubular pile is replaced by a bamboo joint pile.
Compared with the prior art, the invention has the advantages that: the pile end soil body reinforcing system can simultaneously or respectively carry out vacuum preloading reinforcement and heating on the pile end soil body, quickly improve the bearing capacity of the pile end soil layer, enhance the anti-deformation capacity of the pile foundation, and is particularly suitable for reinforcing the prefabricated pile foundation of a deep soft soil foundation with the depth of more than 15-35 m.
Drawings
Fig. 1 is a use effect diagram of the pile end soil body reinforcing system of the embodiment 1 and 2 in a construction site;
FIG. 2 is an external view of the pile head according to examples 1 and 2;
FIG. 3 is a cross-sectional view taken along line A-A of FIG. 2;
FIG. 4 is a cross-sectional view taken along line B-B of FIG. 2;
FIG. 5 is a schematic external view of the resistance heating ring according to embodiments 1 and 2;
fig. 6 is an external view of a single drainage plate in example 2.
Detailed Description
The invention is described in further detail below with reference to the accompanying examples.
The pile-end soil body reinforcing system of example 1, as shown in fig. 1, comprises a vacuum pump 1 and a plurality of reinforcing units, each reinforcing unit comprises an upright precast tubular pile 2, a pile head 3, a drainage unit, a heating unit 51 and a temperature control unit 52, the pile head 3 is fixedly connected to the bottom end of the precast tubular pile 2, each drainage unit comprises a pipeline 41 and three drainage plates 42, the three drainage plates 42 are arranged on the pile head 3, one end of the pipeline 41 is connected with the vacuum pump 1, a vacuum gauge 11 and a valve 12 are arranged on a connecting pipeline between the vacuum pump 1 and the pipeline 41, the other end of the pipeline 41 passes through the inner cavity of the precast tubular pile 2 to be communicated with the three drainage plates 42, the heating unit 51 is arranged on the outer side of the pile head 3, the temperature of the heating unit 51 is controlled by the temperature control unit 52, a plurality of temperature control units 52 in the plurality of reinforcing units are powered by a distribution box 53 arranged on the ground, a power switch 54 is mounted on the distribution box 53.
In embodiment 1, as shown in fig. 2 to 4, the upper portion of the pile head 3 is hollow, the upper portion of the pile head 3 is provided with a cavity 30, the cavity 30 is communicated with the inner cavity of the precast tubular pile 2, three drainage plates 42 are arranged on the outer side wall of the upper portion of the pile head 3, each drainage plate 42 is connected with a flow guiding hose 43, the side wall of the upper portion of the pile head 3 is provided with three first through holes 31, and each flow guiding hose 43 passes through one first through hole 31 and is communicated with the pipeline 41; the outer side wall of the upper portion of the pile head 3 is provided with three clamping grooves 32 used for clamping and embedding three drainage plates 42, the three clamping grooves 32 are arranged at intervals along the circumferential direction of the upper portion of the pile head 3, each clamping groove 32 is arranged along the axial direction of the upper portion of the pile head 3, each first through hole 31 is located at the bottom of one clamping groove 32, each clamping groove 32 comprises a narrow diameter portion 33 and a wide diameter portion 34 which are communicated with each other when seen from the cross section of the upper portion of the pile head 3, the narrow diameter portion 33 is located on the outer side of the wide diameter portion 34, the narrow diameter portion 33 penetrates through the outer surface of the upper portion of the pile head 3, and the width of each drainage plate 42.
In embodiment 1, the lower portion of the pile head 3 is designed to be solid, the annular groove 35 is formed in the outer side wall of the lower portion of the pile head 3, the heating unit 51 includes a resistance heating ring 55, the resistance heating ring 55 is embedded in the annular groove 35, the resistance heating ring 55 is connected to the distribution box 53 through a power line 57, as shown in fig. 5, a temperature sensor 56 is disposed outside the resistance heating ring 55, the temperature sensor 56 is connected to the temperature control unit 52 through a signal line 58, the lower portion of the pile head 3 is provided with a second through hole 36, the second through hole 36 is communicated with the cavity 30, and the power line 57 and the signal line 58 are routed through the second through hole 36.
The difference between the pile end soil body reinforcing system of embodiment 2 and embodiment 1 is that, in embodiment 2, as shown in fig. 6, each drainage plate 42 includes a core plate 44 and a filter membrane 45 coated on the periphery of the core plate 44, in this embodiment, the core plate 44 is cut from a plastic drainage plate in the prior art, the filter membrane 45 is a long fiber hot-rolled non-woven fabric filter membrane 45, and the diversion hose 43 is communicated with a cavity surrounded by the filter membrane 45.
When the pile end soil body reinforcing system of the embodiments 1 and 2 is applied to reinforcing a prefabricated pile foundation of a deep soft soil foundation 6, before pile foundation construction, the connection between the pipeline 41 and the vacuum pump 1 and the connection between the resistance heating ring 55 and the temperature control unit 52 are disconnected, during construction, each prefabricated pipe pile 2 and the pile head 3 are pressed into the soft soil foundation 6 (the hard soil layer 7 below the soft soil foundation 6) together, after the preset depth is reached, the pipeline 41 is connected with the vacuum pump 1, and the resistance heating ring 55 is connected with the temperature control unit 52; then, a target vacuum degree is set through a vacuum meter 11, a vacuum pump 1 and a valve 12 are opened, the soil body at the pile end is subjected to vacuum preloading, the vacuum pump 1 generates negative pressure, pore water in the soil body around the pile head 3 is quickly pumped away, the bearing capacity of the soil layer at the pile end can be improved in a short time, the vacuum preloading reinforcement of the soil body at the pile end is realized, the water content of the soil layer at the pile end is reduced, and the resistance of the pile end is increased; and (3) turning on a power switch 54 while vacuumizing, and heating the soil body at the pile end by a resistance heating ring 55 to raise the temperature of the soil body at the pile end to a target temperature, wherein the heating can improve the permeability of the soil, so that the vacuum consolidation is accelerated, and the soil layer at the pile end is reinforced. After the soil layer at the pile end is reinforced, the vacuum pump 1, the temperature control unit 52 and the distribution box 53 are removed, the soil layer at the pile end is naturally cooled, and the construction of the precast tubular pile 2 is completed.
In practical application, only vacuum preloading can be carried out to reinforce the soil body at the pile end or only heat the soil body at the pile end, and the method is determined according to the design requirements.
The pile end soil body reinforcing system in embodiment 3 is different from that in embodiment 2 in that in embodiment 3, the precast tubular piles 2 are replaced by bamboo joint piles.
Claims (9)
1. The utility model provides a stake end soil body reinforcerment system, its characterized in that includes vacuum pump and a plurality of reinforcement unit, every reinforcement unit include an upright precast tubular pile, a pile head, a drainage unit, a heating unit and a temperature control unit, pile head fixed connection in precast tubular pile's bottom, every drainage unit include a pipeline and polylith drain bar, polylith drain bar set up in the pile head on, the one end of pipeline with the vacuum pump link to each other, the other end of pipeline pass precast tubular pile's inner chamber with polylith drain bar communicate with each other, the heating unit set up in the outside of pile head, the heating unit by the temperature control unit accuse temperature, a plurality of temperature control unit in a plurality of reinforcement units supply power by the block terminal of installing at the earth's surface, and a power switch is arranged on the distribution box.
2. The pile-end soil body reinforcing system according to claim 1, wherein the upper portion of the pile head is hollow, the upper portion of the pile head is provided with a cavity, the cavity is communicated with the inner cavity of the precast tubular pile, the plurality of drainage plates are arranged on the outer side wall of the upper portion of the pile head, each drainage plate is connected with a diversion hose, the side wall of the upper portion of the pile head is provided with a plurality of first through holes, and each diversion hose penetrates one of the first through holes to be communicated with the pipeline.
3. The pile-end soil stabilization system according to claim 2, wherein a plurality of grooves for engaging with the drainage plates are formed on an outer side wall of an upper portion of the pile head.
4. The pile-end soil stabilization system according to claim 3, wherein said plurality of locking grooves are spaced apart along a circumferential direction of an upper portion of said pile head, each locking groove is formed along an axial direction of the upper portion of said pile head, each first through hole is located at a bottom of one of said locking grooves, each locking groove includes a narrow portion and a wide portion which are communicated with each other when viewed in a cross section of the upper portion of said pile head, said narrow portion is located outside said wide portion, said narrow portion penetrates an outer surface of the upper portion of said pile head, and a width of each drainage plate is between a width of said narrow portion and a width of said wide portion.
5. The pile-end soil body reinforcing system according to claim 2, wherein the lower part of the pile head is of a solid design, the outer side wall of the lower part of the pile head is provided with an annular groove, the heating unit comprises a resistance heating ring, the resistance heating ring is embedded in the annular groove, the resistance heating ring is connected with the distribution box through a power line, the outer side of the resistance heating ring is provided with a temperature sensor, the temperature sensor is connected with the temperature control unit through a signal line, the lower part of the pile head is provided with a second perforation, the second perforation is communicated with the cavity, and the power line and the signal line are wired through the second perforation.
6. The pile end soil body reinforcing system according to claim 1, wherein each drainage plate comprises a core plate and a filter membrane coated on the periphery of the core plate, and the diversion hose is communicated with a cavity defined by the filter membrane.
7. The pile end soil reinforcement system of claim 6, wherein the filter membrane is a long fiber hot rolled non-woven filter membrane.
8. A pile end soil consolidation system according to claim 1, wherein a vacuum gauge and a valve are provided on the connection line between the vacuum pump and the pipeline.
9. The pile-end soil stabilization system of claim 1, wherein said precast tubular piles are replaced with bamboo piles.
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| CN202010424432.0A CN111691394B (en) | 2020-05-19 | 2020-05-19 | Pile end soil body reinforcing system |
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| CN202010424432.0A CN111691394B (en) | 2020-05-19 | 2020-05-19 | Pile end soil body reinforcing system |
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| CN112281807A (en) * | 2020-09-27 | 2021-01-29 | 江苏鑫泰岩土科技有限公司 | Pressurizing heat-sensitive vaporization phase-change consolidation method and heat-desensitization intermittent evaporator thereof |
| CN114645536A (en) * | 2022-04-01 | 2022-06-21 | 南京工业大学 | Pile forming equipment for manufacturing cast-in-situ drainage pile by utilizing waste plastics and construction method |
| CN114718095A (en) * | 2021-01-04 | 2022-07-08 | 连云港华云桩业有限公司 | Pile foundation structure suitable for soft foundation and construction method |
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| CN114718095A (en) * | 2021-01-04 | 2022-07-08 | 连云港华云桩业有限公司 | Pile foundation structure suitable for soft foundation and construction method |
| CN114645536A (en) * | 2022-04-01 | 2022-06-21 | 南京工业大学 | Pile forming equipment for manufacturing cast-in-situ drainage pile by utilizing waste plastics and construction method |
| CN114645536B (en) * | 2022-04-01 | 2023-05-23 | 南京工业大学 | Pile forming equipment for manufacturing cast-in-situ drainage pile by utilizing waste plastics and construction method |
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