Soft soil foundation vacuum preloading drainage reinforcement system based on high-pressure sand blasting piles
Through a soft soil foundation vacuum prepression drainage reinforcement system combining high-pressure sand piles with vacuum prepression and loading, the problems of soft soil foundation reinforcement in the existing technology are solved, and the problems of low efficiency, high cost and environmental pollution are achieved, and the rapid and efficient reinforcement effect is achieved, which is suitable for a variety of soil layer conditions.
Patent Information
- Application Number
- CN202422087222.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-08-27
- Publication Date
- 2025-08-22
- Estimated Expiration
- 2034-08-27
AI Technical Summary
The existing soft soil foundation reinforcement technology has problems such as high construction costs, pollution of the environment, limited reinforcement effect, complex process and low efficiency, especially when the silt layer thickness is less than 8m.
A soft soil foundation vacuum pre-pressure drainage reinforcement system is adopted that combines vacuum pre-pressure and stacking of high-pressure sand piles, including high-pressure sand piles, drainage cushions, filter pipes, vacuum extraction devices, geotextiles and sealing membranes. The high-pressure sand piles form vertical and horizontal drainage channels, and combine vacuum pre-pressure to achieve compact reinforcement and drainage consolidation.
It realizes rapid and efficient reinforcement of soft soil foundations, improves physical and mechanical characteristics, improves bearing capacity, provides a safe and reliable construction environment, reduces construction costs, and is suitable for different soil layer conditions.
Smart Images
Figure CN223255980U_ABST
Abstract
Description
Technical Field
[0001] The utility model belongs to the technical field of soft soil foundation reinforcement, and in particular relates to a soft soil foundation vacuum preloading drainage reinforcement system based on high-pressure jet sand piles. Background Art
[0002] In the new era, as my country's economic development grows in international influence, the construction of ultra-large-scale buildings, intelligent ports, and docks is developing at an unprecedented pace. During construction, soft soil foundation reinforcement is a key factor affecting the overall quality of the project. Due to the high moisture content and poor bearing capacity of soft soil foundations, failure to scientifically and rationally manage them can lead to varying degrees of safety risks.
[0003] At present, my country has made some achievements in the practical application and theoretical research of soft foundation reinforcement, such as high-pressure rotary jet pile reinforcement method, drainage consolidation method, dynamic compaction (replacement) method, etc. Each method has its own advantages and disadvantages in terms of applicable soil layers, efficiency, reinforcement effect, etc. For example, the high-pressure rotary jet pile reinforcement method uses a high-pressure rotating nozzle to spray cement slurry into the soil layer and mix it with the soil to form a cement reinforced pile body. The construction occupies a small area, has low vibration and low noise, but has disadvantages such as environmental pollution, high cost and small scope of application; the drainage consolidation method has the advantages of short construction period and obvious reinforcement effect, but the process is complicated, the cost is high, the preloading effect is subject to certain limitations, and the reinforcement depth is limited. The preloading effect is better when the silt layer thickness is less than 8m. When there is a sand layer in the silt, a sealing wall needs to be added around it.
[0004] Therefore, there are still many problems and challenges in the application and development of soft foundation reinforcement technology. The research of new soft foundation reinforcement technology has a long way to go. In order to seek a soft foundation reinforcement method that can quickly and efficiently improve the physical and mechanical properties of soft soil layers, a soft soil foundation vacuum preloading drainage reinforcement system based on high-pressure jet sand piles is proposed. Utility Model Content
[0005] The utility model mainly aims to overcome the deficiencies of the prior art and provides a soft soil foundation vacuum preloading drainage reinforcement system based on high-pressure jet sand piles.
[0006] The utility model is realized through the following technical solutions:
[0007] A soft soil foundation vacuum preloading drainage reinforcement system based on high-pressure sand jetting piles, comprising: high-pressure sand jetting piles, drainage cushions, filter pipes, vacuum pumping devices, geotextiles and sealing membranes;
[0008] The high-pressure sand jetting pile is set in the soft soil foundation, and its top extends to the surface of the soft soil foundation. The drainage cushion is laid on the surface of the soft soil foundation. A filter pipe is arranged in the drainage cushion. A geotextile and a sealing membrane are laid on the drainage cushion. The geotextile and the sealing membrane are surrounded by an impermeable layer to seal the drainage cushion. The filter pipe extends out of the geotextile and the sealing membrane through a membrane outlet device and is connected to a vacuum device.
[0009] In the above technical solution, the high-pressure sand jetting pile includes a sand column vertically arranged in a soft soil foundation and a branch structure connected to the sand column.
[0010] In the above technical solution, the branch structure is an expanded sand mound, which is a transversely continuous mound-shaped structure connected to the sand column.
[0011] In the above technical solution, the branch structure is a split sand belt, and the split sand belt is a horizontally extending belt structure connected to the sand column.
[0012] In the above technical solution, the drainage cushion layer is a 30cm to 50cm thick sand cushion layer.
[0013] In the above technical solution, the geotextile and the sealing membrane are loaded with loading materials.
[0014] In the above technical solution, the depth of the geotextile and the sealing membrane buried in the impermeable stratum is not less than 50 cm.
[0015] The advantages and beneficial effects of the utility model are:
[0016] (1) The utility model combines the advantages of high-pressure rotary jet pile reinforcement method and drainage consolidation method, and combines high-pressure jet sand piles with vacuum combined loading preloading to achieve the dual reinforcement effects of dense reinforcement and drainage consolidation for soft soil foundations, which can effectively improve the physical and mechanical properties of soft soil foundations and provide effective guarantees for the safety, quality and progress of subsequent engineering construction.
[0017] (2) The high-pressure jet sand pile of the present invention itself has the function of improving the bearing capacity of the soft foundation. The sand column, the expanded sand mound, and the split sand belt improve the soil quality and density of the soft soil layer to varying degrees, and can provide an ideal spatial drainage channel for deep soft foundation reinforcement. Under the action of drainage and consolidation, the secondary reinforcement of the soft foundation is achieved. In particular, the formation of the split sand belt provides a horizontal drainage channel for the soil layer outside the influence of the high-pressure jet sand pile, effectively improving the drainage consolidation effect and process of the soft foundation.
[0018] (3) The utility model is developed for soft foundations with poor soil conditions, and has a significant reinforcement effect. It can replace or improve extremely soft soil layers more thoroughly, and the reinforcement effect on silty soft soil is more obvious. The introduction of high-pressure jet sand piles solves the problems of traditional high-pressure rotary jet piles that pollute the environment and are high in cost. The combined drainage consolidation method and the dynamic compaction method have the advantages of good reinforcement effect, high construction efficiency, and environmental protection. BRIEF DESCRIPTION OF THE DRAWINGS
[0019] Figure 1 This is a schematic diagram of the structure of the utility model Figure 1 .
[0020] Figure 2 This is a schematic diagram of the structure of the utility model Figure 2 .
[0021] Figure 3 Schematic diagram of the pile system.
[0022] In the figure, there are high-pressure jet sand piles 1, expanded sand mounds 11, splitting sand belts 12, sand columns 13, drainage cushion layers 2, pile loading materials 3, pile forming systems 4, high-pressure mortar mixing pumps 41, circulation pipelines 42, drilling and jetting machinery 43, filter tubes 5, vacuum pumps 6, geotextiles and sealing membranes 7.
[0023] For ordinary technicians in this field, other relevant drawings can be obtained based on the above drawings without any creative work. DETAILED DESCRIPTION
[0024] Example 1
[0025] In order to enable those skilled in the art to better understand the present invention, the technical solution of the present invention is further described below in conjunction with specific embodiments.
[0026] A vacuum preloading drainage reinforcement system for soft soil foundation based on high pressure sand jet piles, see attached Figure 1 -Attached Figure 2 , including high-pressure sand jetting piles 1, drainage cushion layers 2, filter tubes 5, vacuum devices 6, geotextiles and sealing membranes 7.
[0027] The high-pressure sand jetting pile 1 is set in a soft soil foundation, and its top extends to the surface of the soft soil foundation. The drainage cushion layer 2 is laid on the surface of the soft soil foundation. A filter tube 5 is arranged in the drainage cushion layer 2. A geotextile and a sealing membrane 7 are laid on the drainage cushion layer 2. The geotextile and the sealing membrane 7 are surrounded by an impermeable layer to seal the drainage cushion layer. The filter tube 5 extends out of the geotextile and the sealing membrane 7 through a membrane outlet device (not shown in the figure) and is connected to a vacuum device 6; the geotextile and the sealing membrane 7 are piled with a pile material 3 to facilitate the rapid squeezing of water in the pores of the soft soil foundation into the high-pressure sand jetting pile 1.
[0028] The high-pressure sand jetting pile 1 is provided in a soft soil foundation to compact and reinforce the soft soil foundation. At the same time, since the high-pressure sand jetting pile 1 has a porous structure, the high-pressure sand jetting pile 1 can serve as a drainage channel for the soft soil foundation. Furthermore, the high-pressure sand jetting pile 1 is a sand pile structure comprising an expanded sand mound 11, a split sand belt 12, and a sand column 13. The sand column 13 is the main columnar structure of the high-pressure sand jetting pile 1 and is vertically arranged in the soft soil foundation to serve as a vertical drainage channel for the high-pressure sand jetting pile 1. The expanded sand mound 11 is a transversely continuous mound-like structure connected to the sand column 13 and is located in the silty soil layer in the soft soil foundation. The larger the expanded sand mound 11, the better the compaction and reinforcement effect on the soft soil foundation. The split sand belt 12 is a horizontally extending strip-like structure connected to the sand column and is located in the hard soil layer in the soft soil foundation. It can increase the horizontal contact range between the high-pressure sand jetting pile 1 and the soft soil foundation, forming a horizontal drainage channel and improving the horizontal drainage effect.
[0029] After the vacuum device 6 is turned on, the vacuum device 6 vacuumizes the sealed drainage cushion layer 2 through the filter tube 5. Under the action of negative pressure, the water in the soft soil foundation quickly enters the high-pressure sand jet pile 1, and is discharged upward into the drainage cushion layer 2 using the high-pressure sand jet pile 1 as a drainage channel, and finally discharged into the drainage system (not shown in the figure) from the filter tube in the drainage cushion layer 2; specifically, the water in the soil layer within the influence range of the sand column 13 is discharged upward into the drainage cushion layer 2 using the sand column 13 as a vertical drainage channel, and finally discharged into the drainage system (not shown in the figure) from the filter tube in the drainage cushion layer 2; the expansion body The water in the soil layer within the influence range of the sand mound 11 enters the expanded sand mound 11, and then enters the sand column 13, and then uses the sand column 13 as a vertical drainage channel to discharge upward into the drainage cushion layer 2, and finally discharges into the drainage system from the filter pipe in the drainage cushion layer 2; the water in the soil layer outside the influence range of the sand column 13 and the expanded sand mound 11 uses the split sand belt 12 as a horizontal drainage channel, and then enters the sand column 13, and then uses the sand column 13 as a vertical drainage channel to discharge upward into the drainage cushion layer 2, and finally discharges into the drainage system from the filter pipe in the drainage cushion layer 2; thereby achieving a more uniform drainage and consolidation effect on the soft soil foundation.
[0030] Wherein, the drainage cushion layer 2 is a thick sand cushion layer of 30cm to 50cm.
[0031] The depth of the geotextile and the sealing membrane 7 buried in the impermeable stratum is not less than 50 cm.
[0032] Example 2
[0033] See attached Figure 1 and attached Figure 3 This embodiment provides the construction and working process of embodiment 1, including the following steps:
[0034] Step 1: First, the site is leveled, and then soft foundation exploration is carried out to find out the geological structure of the soft soil foundation to be treated, and then the lower drainage pad 2 is laid;
[0035] Step 2: Measure the placement points and put the pile system in place 4;
[0036] The pile forming system 4 includes a high-pressure mortar mixing pump 41, a circulation pipeline 42, and a drilling and spraying machine 43. The high-pressure mortar mixing pump 41 is required to circulate and stir the mortar to prevent the mortar from settling and being unable to be sucked into the circulation pipeline 42, thereby affecting the pile forming effect and quality. The drilling and spraying machine 43 is connected to the circulation pipeline 42 and provides mortar to the drilling and spraying machine 43 through the circulation pipeline 42.
[0037] Step 3: Use the pile-forming system 4 to first drill holes at the pile-forming points, and then perform high-pressure jet grouting to construct high-pressure jet sand piles 1;
[0038] The pile-forming effect of the pile-forming system 4 in the foundation depends on the strength of each soil layer. After drilling, a vertical sand column 13 will be formed on the soft soil foundation after high-pressure rotary jetting. The sand column 13 extends upward to the surface of the soft soil foundation. For silty soil layers, an expanded sand mound 11 will be formed on the sand column 13 of the high-pressure jet sand pile 1. The expanded sand mound 11 is a horizontally continuous mound-shaped structure connected to the sand column 13. The larger the expanded sand mound 11, the better the compaction and reinforcement effect on the soft soil foundation. For soil layers with harder soil conditions, a splitting sand belt 12 will be formed on the sand column 13 of the high-pressure jet sand pile 1. The splitting sand belt 12 is a water-jet sand belt connected to the sand column 13. The horizontally extending strip structure can increase the horizontal contact range between the high-pressure jet sand pile 1 and the soft soil foundation, forming a horizontal drainage channel and improving the horizontal drainage effect. In order to achieve a better pile formation effect, the pile formation system 4 is controlled during the high-pressure jetting pile construction. For the silty soil layer in the proven soft soil foundation, the sandblasting flow rate and sandblasting pressure of the pile formation system 4 are increased compared to the hard soil layer. At the same time, the sandblasting residence time of the pile formation system 4 in the silty soil layer is prolonged, so that a larger expanded sand mound 11 is formed in the silty soil layer, thereby improving the compaction and reinforcement effect of the soft soil foundation.
[0039] Step 4: Spread the upper drainage cushion layer 2, lay the filter tube 5 in the drainage cushion layer 2, lay the geotextile and sealing membrane 7 on the drainage cushion layer 2 and bury the surrounding area in the impermeable layer to seal the drainage cushion layer;
[0040] Step 5: The filter tube 5 is extended out of the geotextile and the sealing film 7 through the film outlet device (not shown) and connected to the vacuum device 6;
[0041] Step 6: Turn on the vacuum device 6 to perform vacuum preloading and drainage on the soft soil foundation;
[0042] After the vacuum device 6 is turned on, the vacuum device 6 vacuumizes the sealed drainage cushion layer 2 through the filter tube 5. Under the action of negative pressure, the water in the soft soil foundation quickly enters the high-pressure sand jet pile 1, and is discharged upward into the drainage cushion layer 2 using the high-pressure sand jet pile 1 as a drainage channel, and finally discharged into the drainage system (not shown in the figure) from the filter tube in the drainage cushion layer 2; specifically, the water in the soil layer within the influence range of the sand column 13 is discharged upward into the drainage cushion layer 2 using the sand column 13 as a vertical drainage channel, and finally discharged into the drainage system (not shown in the figure) from the filter tube in the drainage cushion layer 2; the expansion body The water in the soil layer within the influence range of the sand mound 11 enters the expanded sand mound 11, and then enters the sand column 13, and then uses the sand column 13 as a vertical drainage channel to discharge upward into the drainage cushion layer 2, and finally discharges into the drainage system from the filter pipe in the drainage cushion layer 2; the water in the soil layer outside the influence range of the sand column 13 and the expanded sand mound 11 uses the split sand belt 12 as a horizontal drainage channel, and then enters the sand column 13, and then uses the sand column 13 as a vertical drainage channel to discharge upward into the drainage cushion layer 2, and finally discharges into the drainage system from the filter pipe in the drainage cushion layer 2; thereby achieving a more uniform drainage and consolidation effect on the soft soil foundation.
[0043] Example 3
[0044] See attached Figure 2 Based on the second embodiment, this embodiment adds a construction process between step five and step six, that is, piling up the loading material 3 above the geotextile and the sealing membrane 7 in order to quickly squeeze the water in the pores of the soft soil foundation into the high-pressure sand jet pile 1.
[0045] For ease of explanation, spatial relative terms such as "upper", "lower", "left", and "right" are used in the embodiments to illustrate the relationship between one element or feature shown in the figures and another element or feature. It should be understood that, in addition to the orientation shown in the figures, spatial terms are intended to include different orientations of the device in use or operation. For example, if the device in the figure is inverted, the element described as being "under" other elements or features will be positioned "above" other elements or features. Therefore, the exemplary term "under" can include both upper and lower orientations. The device can be positioned in other ways (rotated 90 degrees or in other orientations), and the spatial relative descriptions used here can be interpreted accordingly.
[0046] Moreover, relational terms such as “first” and “second” are merely used to distinguish one component from another having the same name, but do not necessarily require or imply any actual relationship or order between these components.
[0047] The above is an exemplary description of the present invention. It should be noted that, without departing from the core of the present invention, any simple deformation, modification or other equivalent replacement that can be made by other technical personnel in this field without expending creative labor falls within the scope of protection of the present invention.
Claims
1. A vacuum preloading drainage reinforcement system for soft soil foundation based on high-pressure jet sand piles, characterized by: Including high-pressure sand jet piles, drainage pads, filter pipes, vacuum devices, geotextiles and sealing membranes; The high-pressure sand jetting pile is set in the soft soil foundation, and its top extends to the surface of the soft soil foundation. The drainage cushion is laid on the surface of the soft soil foundation. A filter pipe is arranged in the drainage cushion. A geotextile and a sealing membrane are laid on the drainage cushion. The geotextile and the sealing membrane are surrounded by an impermeable layer to seal the drainage cushion. The filter pipe extends out of the geotextile and the sealing membrane through a membrane outlet device and is connected to a vacuum device.
2. The soft soil foundation vacuum preloading drainage reinforcement system based on high-pressure sand jetting piles according to claim 1 is characterized by: The high-pressure sand jetting pile includes a sand column vertically arranged in a soft soil foundation and a branch structure connected to the sand column.
3. The vacuum preloading drainage reinforcement system for soft soil foundation based on high-pressure sand jetting piles according to claim 2 is characterized in that: The branch structure is an expanded sand mound, which is a transversely continuous mound-shaped structure connected to the sand column.
4. The soft soil foundation vacuum preloading drainage reinforcement system based on high-pressure jet sand piles according to claim 2 is characterized in that The branch structure is a split sand belt, which is a horizontally extending belt structure connected to the sand column.
5. The soft soil foundation vacuum preloading drainage reinforcement system based on high-pressure sand jetting piles according to claim 1 is characterized by: The drainage cushion layer is a 30cm to 50cm thick sand cushion layer.
6. The soft soil foundation vacuum preloading drainage reinforcement system based on high-pressure sand jetting piles according to claim 1 is characterized by: The geotextile and the sealing membrane are piled with pile materials.
7. The soft soil foundation vacuum preloading drainage reinforcement system based on high-pressure sand jetting piles according to claim 1 is characterized by: The depth of the geotextile and the sealing membrane buried in the impermeable stratum is not less than 50 cm.