CN112144503A - Vacuum preloading treatment system and process - Google Patents
Vacuum preloading treatment system and process Download PDFInfo
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- CN112144503A CN112144503A CN202011103215.8A CN202011103215A CN112144503A CN 112144503 A CN112144503 A CN 112144503A CN 202011103215 A CN202011103215 A CN 202011103215A CN 112144503 A CN112144503 A CN 112144503A
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- 238000000034 method Methods 0.000 title claims abstract description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 51
- 239000012528 membrane Substances 0.000 claims abstract description 17
- 239000004576 sand Substances 0.000 claims abstract description 16
- 238000012545 processing Methods 0.000 claims abstract description 13
- 238000007789 sealing Methods 0.000 claims description 37
- 238000005086 pumping Methods 0.000 claims description 18
- 238000004062 sedimentation Methods 0.000 claims description 12
- 238000007596 consolidation process Methods 0.000 claims description 10
- 238000010521 absorption reaction Methods 0.000 claims description 8
- 238000002347 injection Methods 0.000 claims description 8
- 239000007924 injection Substances 0.000 claims description 8
- 239000004746 geotextile Substances 0.000 claims description 5
- 229920003023 plastic Polymers 0.000 claims description 5
- 239000004033 plastic Substances 0.000 claims description 5
- 238000013461 design Methods 0.000 claims description 4
- 238000005056 compaction Methods 0.000 claims 7
- 239000002689 soil Substances 0.000 abstract description 30
- 230000000694 effects Effects 0.000 abstract description 16
- 230000035699 permeability Effects 0.000 abstract description 9
- 238000010276 construction Methods 0.000 description 5
- 238000004891 communication Methods 0.000 description 4
- 238000005516 engineering process Methods 0.000 description 4
- 239000004744 fabric Substances 0.000 description 3
- 239000012535 impurity Substances 0.000 description 3
- 238000005192 partition Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 210000003437 trachea Anatomy 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 230000002706 hydrostatic effect Effects 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 230000035939 shock Effects 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 230000000712 assembly Effects 0.000 description 1
- 238000000429 assembly Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000000280 densification Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 239000002985 plastic film Substances 0.000 description 1
- 229920006255 plastic film Polymers 0.000 description 1
- 229920000915 polyvinyl chloride Polymers 0.000 description 1
- 239000004800 polyvinyl chloride Substances 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 230000036316 preload Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
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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
- E02D3/02—Improving by compacting
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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
- E02D3/046—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
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- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The utility model relates to a vacuum preloading processing system, relate to the field of ground negative pressure hardening technique, it includes the vertical drainage board, the level pipeline that absorbs water, evacuating device and seal membrane, the vertical drainage board is provided with a plurality of and the vertically bury underground in the ground, the level pipeline that absorbs water is pre-buried in the sand cushion layer and with the upper end intercommunication of each vertical drainage board, evacuating device and level pipeline intercommunication that absorbs water, the seal membrane covers subaerial, still include first air compressor machine, air supply pipe and jet-propelled pipe, the air supply pipe horizontally buries underground in the sand cushion layer, jet-propelled pipe is provided with a plurality of and the vertically and buries underground in the ground, each jet-propelled pipe all communicates with the air supply pipe, first air compressor machine and air supply pipe intercommunication. The method has the effect of improving the over-low permeability of the soil body.
Description
Technical Field
The application relates to the field of foundation negative pressure hardening technology, in particular to a vacuum preloading method.
Background
The vacuum preloading is to form air pressure difference outside a sealing film covered on the ground by vacuumizing the sealing film so as to ensure that a clay layer generates consolidation pressure. I.e. a method of increasing the effective force by reducing the pore water pressure under the condition that the total stress is not changed. Vacuum preloading and precipitation preloading are drainage consolidation under negative hydrostatic pressure and hydrostatic pressure, which is called negative pressure consolidation. The negative pressure effect of vacuum preloading is mainly reflected in the following aspects: 1) the upper surface of the film bears the load equal to the pressure difference between the inside and the outside of the film; 2) the groundwater level is lowered and additional stress is correspondingly increased; 3) the closed air bubbles are discharged, and the permeability of the soil is increased.
In the related technology, the vacuum preloading method is that firstly, a sand cushion is laid on the surface of a soft soil foundation to be reinforced, then a vertical drainage plate is buried, an airtight sealing film is used for isolating the sand cushion from the atmosphere, the periphery of the film is buried in the soil, and a vacuumizing device is used for vacuumizing through a water suction pipeline buried in the sand cushion to form vacuum, so that the effective stress and the effective stress of the foundation are increased. When the vacuum is pumped, negative pressure is gradually formed in the surface sand cushion layer and the vertical drainage channel in sequence, so that pressure difference is formed between the interior of the soil body and the drainage channel and the cushion layer, and pore water in the soil body is continuously discharged from the drainage channel under the action of the pressure difference, so that the soil body is solidified.
In view of the above-mentioned related technologies, the inventor believes that, when the vacuum preloading method is applied to the reinforcement of the deep silt foundation, the vacuum degree of the deep foundation is small and the vacuumizing time is long due to the serious siltation of the deep foundation and insufficient permeability of the soil body, thereby greatly limiting the application of the vacuum preloading technology.
Disclosure of Invention
In order to solve the problem of too low permeability of soil, the application provides a vacuum preloading treatment system, which adopts the following technical scheme:
the utility model provides a vacuum preloading processing system, includes vertical drainage plate, horizontal water absorption pipeline, evacuating device and seal membrane, vertical drainage plate is provided with a plurality of roots and the vertically bury underground in the ground, horizontal water absorption pipeline pre-buried in the sand bed course and with the upper end intercommunication of each vertical drainage plate, evacuating device and horizontal water absorption pipeline intercommunication, the seal membrane covers subaerial, its characterized in that: still include first air compressor machine, blast pipe and jet-propelled pipe, the blast pipe level is buried underground in the sand bed course, the jet-propelled pipe is provided with a plurality of and the vertically in the ground of burying underground, each the jet-propelled pipe all communicates with the blast pipe, first air compressor machine and blast pipe intercommunication.
Through adopting above-mentioned technical scheme, can carry out the evacuation to the ground through the cooperation between vertical drainage board, horizontal water suction pipe, evacuating device and the seal membrane, utilize first air compressor machine, cooperation between blast pipe and the jet-propelled pipe, can act on the soil body with the formation small crack with compressed air, increase substantially the permeability of the soil body for ground depths vacuum increases substantially, thereby makes the water in the ground more easily flow, makes the water in the ground more easily taken out.
Optionally, the air injection pipe comprises an air pipe and a vibrator, a plurality of exhaust holes are formed in the outer wall of the air pipe, the vibrator is installed at the lower end of the air pipe, and a power line of the vibrator extends out through the air pipe.
Through adopting above-mentioned technical scheme, utilize to set up the exhaust hole on the trachea for the compressed air that first air compressor machine pours into in the spray paint pipe can follow the exhaust hole and discharge, reaches the effect that forms the crack to the soil body, utilizes the vibrator can vibrate the ground deep department, thereby makes the crack more obvious.
Optionally, the trachea is made by soft plastic tubing, tracheal withstand voltage is not less than 1Mpa, it has geotechnological cloth to wrap up on the jet-propelled pipe.
Through adopting above-mentioned technical scheme, the trachea that has the soft plastic pipe to make can the rolling deposit, reduces occupation space, utilizes geotechnological cloth can avoid in the ground water seepage air-intake pipe.
Optionally, a plurality of drainage cavities which are separated from each other are arranged in the vertical drainage plate, each drainage cavity is arranged along the length direction of the vertical drainage plate, a plurality of first drainage holes communicated with the outside are formed in each drainage cavity, a plurality of connecting channels communicated with a horizontal water suction pipeline are further arranged on the vertical drainage plate, each connecting channel is respectively communicated with each drainage cavity, and a first valve is arranged in each connecting channel.
Through adopting above-mentioned technical scheme, utilize the drainage chamber of separating the setting and each say the cooperation between the interface channel for can start in order to reach the drainage chamber of controlling different high positions through the corresponding first valve of control and carry out the effect of drainage, utilize first drainage hole to make the hydroenergy in the soil body enough ooze into the drainage intracavity.
Optionally, the vertical drain plate includes a plurality of rectangular plate frames, each of the drain cavities is respectively disposed on each of the rectangular plate frames, each of the first drain holes is uniformly distributed on each of the rectangular plate frames, the vertical drain plate further includes a main plate frame, each of the connection channels is disposed in the main plate frame, and each of the rectangular plate frames is hermetically mounted on one side of the main plate frame.
Through adopting above-mentioned technical scheme, utilize the cooperation between each rectangle sheet frame and the mainboard frame, can form the multichannel each other divided drainage chamber and respectively with the connected channel of each drainage chamber intercommunication fast.
Optionally, the vertical drainage plate further comprises a connection box, a flange joint communicated with the horizontal water suction pipeline is arranged on the upper side of the connection box, the main plate frame and a rectangular plate frame installed at the upper end of the main plate frame are inserted into the connection box, and the main plate frame and the rectangular plate frame are connected with the connection box in a sealing mode.
Through adopting above-mentioned technical scheme, utilize the cooperation between connecting box and the flange joint, can realize the fixed connection of perpendicular drain bar and the horizontal passageway that absorbs water.
Optionally, still include sealed ditch, sealed ditch is around establishing evacuation ground round setting, all extend to in the sealed ditch in the week side of seal membrane, the interior tectorial water of sealed ditch, water does not cross the edge of sealed membrane.
Through adopting above-mentioned technical scheme, utilize the cooperation between sealed ditch and the seal membrane to the tectorial water can increase the sealed effect of seal membrane in sealed ditch.
In a second aspect, in order to ensure the overall reinforcement effect of the deep silt foundation, the application further provides a process adopting the vacuum preloading treatment system, which adopts the following technical scheme:
a vacuum preloading process is characterized by comprising the following steps:
step one, trial operation, after the system is installed, trial vacuum pumping is carried out, the sealing performance and the equipment operation state are detected, and the trial pumping time is not less than 4 days;
step two, loading, continuously vacuumizing, starting a first air compressor when the actually measured average sedimentation rate is smaller than 3mm/d, closing the first air compressor until the average sedimentation rate is larger than 3mm/d, and repeating the step until the vacuum degree under the film reaches the vacuum degree under the film and is reduced to the design requirement;
and step three, unloading, namely unloading the vacuum pumping device and dismantling the system when the consolidation degree calculated by the actually measured sedimentation curve is more than or equal to 85% and the actually measured sedimentation efficiency is less than 2mm/d for 5 continuous days.
By adopting the technical scheme, the operation of the system is tested through the steps, the problems are timely eliminated, the vacuum preloading and the air pressure micro splitting are simultaneously carried out through the step two, the soil body permeability can keep a higher state when the continuous vacuumizing is carried out, the vacuumizing device is convenient to vacuumize the foundation, the unloading work is completed through the step three, and the system is convenient to dismantle.
Optionally, when the third step is performed, compacting the foundation by using a vibration device, wherein the first-pass compacting distance is 4.0m × 7.0m, the foundation is arranged in a square shape, compacting energy is 700-1000 kN × m, and the compacting number is 1-2; the second-time point tamping distance is 4.0m multiplied by 7.0m, the second-time point tamping distance is in square arrangement, the second-time point tamping distance is arranged between the first-time point tamping distances, the compacting energy is 700-1000 kN m, and the compacting number is 1-2; full tamping: the full-ramming energy is 500kN · m, the impact number is 1-2 impacts, and the hammer marks are mutually overlapped by 1/4 hammer diameters.
By adopting the technical scheme, the foundation is compacted through the vibration equipment, the soft soil consolidation rate is greatly increased, and the construction period is shortened.
In summary, the present application includes at least one of the following beneficial technical effects:
in the process of evacuation, the permeability of the soil body can be ensured, so that water in the soil body is easier to be pumped out, the vacuum degree in the deep part of the foundation is effectively ensured, and the duration of evacuation is reduced;
the foundation can be subjected to layered vacuumizing, so that the pressure difference of a vacuumizing part is more concentrated, and the vacuumizing effect is ensured;
after the vacuumizing is finished, the foundation is compacted by adopting a striking mode, and the consolidation efficiency of the foundation is further improved.
Drawings
Fig. 1 is a schematic layout of a vacuum pre-pressing processing system according to a first embodiment of the present application;
FIG. 2 is a schematic view of a drain assembly according to a first embodiment of the present application;
FIG. 3 is a schematic structural view of a vertical drainage plate according to the first embodiment of the present invention;
FIG. 4 is an exploded view of a vertical drainage plate according to the first embodiment of the present invention;
FIG. 5 is a schematic diagram of an arrangement of micro-splitting assemblies according to a first embodiment of the present application;
FIG. 6 is a schematic view of a seal assembly according to a first embodiment of the present application;
fig. 7 is an exploded view of a vertical drainage plate according to the second embodiment of the present application;
FIG. 8 is a schematic structural view of a vertical drainage plate according to the second embodiment of the present invention;
fig. 9 is an exploded view of a vertical drainage plate according to the second embodiment of the present application;
reference numerals: 1. a drainage assembly; 11. a vertical drainage plate; 111. a connection box; 1111. a flange joint; 112. a main plate frame; 1121. a partition plate; 1122. a connecting channel; 113. a rectangular plate frame; 1131. a first drain hole; 1132. a first communication hole; 1133. a drainage cavity; 1134. a through hole; 114. a first valve; 115. a main body; 1151. a fixing plate; 1152. a second drain hole; 116. a drain pipe; 1161. a second communication hole; 1162. a second valve; 117. a gas supply pipe; 12. a horizontal water suction pipe; 13. a vacuum pumping device; 14. a horizontal gas transmission pipeline; 15. a second air compressor; 2. a micro-splitting assembly; 21. a first air compressor; 22. an air supply pipe; 23. a gas ejector tube; 231. an air tube; 232. a vibrator; 3. a seal assembly; 31. sealing the trench; 32. a sealing film; 4. and (5) a sand cushion layer.
Detailed Description
The present application is described in further detail below with reference to figures 1-9.
Example 1:
the embodiment of the application discloses a vacuum preloading processing system. Referring to fig. 1, the vacuum preloading processing system comprises a drainage component 1, a micro-splitting component 2, a sealing component 3 and a shock device (not shown in the figure), wherein the drainage system is used for vacuumizing a foundation to achieve a drainage effect, the micro-splitting system is used for splitting a foundation soil body to achieve an effect of improving the soil body permeability of the soil body, the sealing component 3 is used for sealing the surface of the foundation to ensure the vacuumizing effect of the drainage component 1, and the shock device is used for compacting the foundation to accelerate the foundation consolidation efficiency; in the technical scheme, the vibration equipment adopts a vibratory roller.
Before the vacuumizing assembly is installed, a bulldozer is used for pushing away the earthwork at the ultrahigh position of a construction site to a low-lying position of the construction site, and removing large stones and various impurities so as to avoid influencing the construction of the plastic drainage plate. And (3) replacing and filling the cleaned part, wherein the replaced and filled part adopts plain soil without impurities, leveling is carried out to meet the requirement of later construction, then a sand cushion layer 4 with the thickness of 30cm is backfilled, the mud content is not more than 10%, and the sand cushion layer is pushed to be flat by a bulldozer after being laid.
Referring to fig. 2, the vacuumizing assembly comprises a vertical drainage plate 11, a horizontal water suction pipeline 12 and a vacuumizing device 13, wherein the vertical drainage plate 11 is vertically provided with a plurality of pieces, each vertical drainage plate 11 is embedded in a foundation, the horizontal water suction pipeline 12 is horizontally embedded in a sand cushion layer 4, the horizontal water suction pipeline 12 is communicated with the upper end of each vertical drainage plate 11, the vacuumizing device 13 is arranged outside the sealing assembly 3, and the vacuumizing device 13 is communicated with the horizontal water suction pipeline 12; when the vacuum pumping is needed, only the vacuum pumping device 13 needs to be started, and the vacuum pumping device 13 is matched with the horizontal water suction pipeline 12 and the vertical drainage plate 11, so that negative pressure is generated inside the horizontal water suction pipeline 12 and the vertical drainage plate 11, and the effect of vacuum pumping and drainage is achieved.
Referring to fig. 3 and 4, each vertical drain plate 11 includes a connection box 111, a main plate frame 112, and a plurality of rectangular plate frames 113; wherein, the upside of connecting box 111 is provided with flange joint 1111, connecting box 111 passes through flange joint 1111 and horizontal water absorption pipeline 12 intercommunication, be provided with a plurality of ways of connecting channel 1122 in mainboard frame 112, the upper end of each way of connecting channel 1122 all communicates with the downside of connecting box 111, and each way of connecting channel 1122 respectively with a dry rectangular plate frame 113 intercommunication, all be provided with respectively in each rectangular plate frame 113 with each way of connecting channel 1122 intercommunication's drainage cavity 1133 (not shown in the figure), all be provided with a plurality of first drainage holes 1131 on each side of rectangular plate frame 113, and each rectangular plate frame 113 arranges the setting along the length direction of mainboard frame 112.
Specifically, each first drain hole 1131 is disposed on a side surface of the rectangular plate frame 113 away from the main plate frame 112, a first through hole 1132 is disposed on one side of each rectangular plate frame 113 close to the main plate frame 112, and the rectangular plate frame 113 is communicated with the corresponding connecting channel 1122 through the first through hole 1132; wherein, a plurality of first drain holes 1131 are also disposed on a side surface of the main board frame 112 away from the rectangular board frame 113.
When the vertical drainage plate 11 is vacuumized by the vacuum extractor 13, water and air in the foundation first enter the drainage cavity 1133 through the first drainage hole 1131, and the water and air entering the drainage cavity 1133 sequentially pass through the connecting channel 1122 and the connecting box 111, and finally enter the horizontal water suction pipe 12 to complete the drainage.
The main plate frame 112 is provided with an opening near one side of each rectangular plate frame 113, a plurality of partitions 1121 are arranged in the main plate frame 112, each connecting channel 1122 is separated in the main plate frame 112 through the partition 1121, the upper end of each connecting channel 1122 is communicated with the upper side of the main plate frame 112, and the upper end of each connecting channel 1122 is provided with a first valve 114 for controlling the connection of the connecting channel 1122 and the connecting box 111; each rectangular plate frame 113 is connected with the main plate frame 112 by using a bolt locking mode, and when the main plate frame 112, the connection box 111 and each rectangular plate frame 113 are assembled into a whole, the main plate frame 112 and the rectangular plate frame 113 installed at the upper end of the main plate frame 112 are inserted into the connection box 111, the main plate frame 112 and the connection box 111 at the corresponding position are detachably connected with the connection box 111 by using the bolt locking mode, and the main plate frame 112 and the rectangular plate frame 113 are connected with the connection box 111 in a sealing mode.
Referring to fig. 5, the micro-splitting assembly 2 includes a first air compressor 21, an air feed pipe 22 and an air jet pipe 23, the air jet pipe 23 is provided with a plurality of pieces, each air jet pipe 23 is embedded in the ground, the air feed pipe 22 is horizontally embedded in the sand cushion 4, the air feed pipe 22 is communicated with the upper end of each air jet pipe 23, the first air compressor 21 is arranged outside the sealing assembly 3, and the first air compressor 21 is communicated with the air feed pipe 22; when the soil body needs to be split, only the first air compressor 21 needs to be started, and the first air compressor 21, the air supply pipe 22 and the air injection pipe 23 are matched, so that the air injection pipe 23 can inject compressed air into the soil body, and the effect of splitting the soil body is achieved.
Referring to fig. 5, the gas injection pipe 23 includes a gas pipe 231, a vibrator 232, and a geotextile (not shown), wherein 4 to 6 gas injection holes are formed in the 200mm range of the end of the gas pipe 231, the hole diameter is preferably 3mm, the vibrator 232 is mounted at the end of the gas pipe 231 by using a flange structure, a power cord of the vibrator 232 extends out of the ground by using the gas pipe 231, and the geotextile wraps the gas pipe 231 and the vibrator 232.
Wherein, the gas ejector 23 is made of soft plastic pipe, the pipe diameter is not less than 10mm, the pressure resistance is not less than 1MPa, the tail end of the gas ejector 23 is sealed by a vibrator 232, the arrangement distance of the gas ejector 23 is 2-4 times of the arrangement distance of the vertical drainage plate 11, and when the soft soil thickness in the reinforced area is larger, the gas ejector 23 is suitable to be arranged at intervals according to different depths.
Referring to fig. 6, the seal assembly 3 comprises a seal groove 31 and a seal membrane 32, the seal groove 31 being circumferentially disposed around the evacuated region of the foundation, the seal membrane 32 overlying the surface of the foundation with the edge of the seal membrane 32 projecting into the seal groove 31.
Specifically, the excavation of the sealing trench 31 should be performed along the periphery of the reinforced area, the excavated soil is placed on both sides of the trench, and the excavation depth and width meet the design requirements. A water-covering cofferdam is constructed along the inner edge line of the sealing ditch 31 by the soil material on the inner side of the sealing ditch 31, the height of the cofferdam is not less than 50cm, the top width is not less than 50cm, and the slope ratio of the inner side to the outer side is not steeper than 1: 0.5. The inner slope of the sealing ditch 31 and the water-covered cofferdam are manually trimmed to remove impurities and edges and corners. When the sealing film 32 is constructed, a layer of woven cloth and two layers (one layer in a road area) of 250g/m2 short-filament geotextile are laid on a sand layer, and then three layers (two layers in the road area) of 0.14mm polyvinyl chloride vacuum films are laid in sequence. The seal film 32 is assembled in the factory by heat sealing to form a single plastic film having a larger area than the treated area. To achieve the best vacuum pre-load reinforcement, the sealing membrane 32 is flared outwardly at least 3m from each side of the geotextile and embedded in the surrounding sealing groove 31. Before sealing, a slurry layer of about 50cm is made in the sealing groove 31, and the sealing films 32 are sequentially embedded in the slurry layer of the sealing groove 31.
The implementation principle of the vacuum preloading treatment system in the embodiment of the application is as follows:
the deep silt foundation is combined and reinforced by arranging the drainage component 1, the micro-splitting component 2, the sealing component 3 and the high-vacuum densification. The vertical drainage plate 11 capable of carrying out layered vacuum pumping changes a negative pressure source from a traditional surface single vacuum action layer into a multi-layer vacuum action layer distributed on a deep silt foundation, so that the vacuum pumping effect of each layer is better, a micro-splitting component 2 consisting of a first air compressor 21, an air supply pipe 22 and an air injection pipe 23 is utilized, and acts on a soil body through compressed gas to form micro cracks, so that the effect of increasing the permeability of the soil body is achieved, so that the drainage effect is better, a sealing component 3 consisting of a sealing film 32, a sealing ditch 31, water on the film and a sealing wall is utilized to seal a reinforced area, finally, the sealing device is used for sealing to manufacture 'differential pressure' drainage, and the sealing device is combined with variable energy sealing for several times, so that the water content is reduced step by step, and the soft soil consolidation speed is.
Example 2:
referring to fig. 7, the present embodiment is different from embodiment 1 in that the drainage assembly 1 includes a vertical drainage plate 11, a horizontal water suction pipe 12, a horizontal air delivery pipe 14, a vacuum pumping device 13 and a second air compressor 15, wherein the vacuum pumping device 13 is communicated with the horizontal water suction pipe 12, and the second air compressor 15 is communicated with the horizontal air delivery pipe 14.
Referring to fig. 8, the vertical drain plate 11 includes a main body 115, a drain pipe 116, an air supply pipe 117, and a plurality of rectangular plate frames 113, wherein the main body 115 is used for connecting the drain pipe 116, the air supply pipe 117, and the rectangular plate frames 113, the rectangular plate frames 113 are used for forming drain cavities 1133 in the main body 115, the drain pipe 116 is used for forming a connection between each drain cavity 1133 and the horizontal water suction pipe 12, and the air supply pipe 117 is used for connecting each drain cavity 1133 and the horizontal air supply pipe 14.
Referring to fig. 9, the main board includes two fixing plates 1151 fixed as one body by a bolt-locking manner, a plurality of second drain holes 1152 are respectively arranged on the two fixing plates 1151, each rectangular plate frame 113 is fixed between the two main plate bodies, each rectangular plate frame 113 is arranged along the height direction of the main plate body, two side surfaces of each rectangular plate frame 113 are respectively provided with an opening, so that the rectangular plate frame 113 can be communicated with the drain holes at corresponding positions, and the rectangular plate frame 113 and the two fixing plates 1151 can be matched to form a drain cavity 1133, a through hole 1134 is disposed on each of the left and right sides of the rectangular plate frame 113, the drain pipe 116 and the air supply pipe 117 are respectively installed on the left and right sides of the rectangular plate frame 113, the drain pipe 116 and the air supply pipe 117 are provided with a plurality of second communication holes 1161 respectively communicated with the through holes 1134 at opposite positions, and each second communication hole 1161 is provided with a second valve 1162.
The implementation principle of the embodiment 2 is as follows:
when the foundation needs to be vacuumized and drained, only the corresponding third valve needs to be conducted, so that the drain pipe 116 can be communicated with the corresponding rectangular plate frame 113, and at the moment, the vacuumizing device 13 can vacuumize the drain cavity 1133 at one height position of the drain plate. When carrying out evacuation drainage to the ground, can switch on the third valve of installing on air supply pipe 117 simultaneously to make air supply pipe 117 can communicate with corresponding rectangle sheet frame 113, at this moment, the second air compressor machine provides compressed air to the drainage chamber of one of them high position department of drain bar, thereby makes this perpendicular drain bar 11 can carry out two kinds of work of evacuation drainage and atmospheric pressure splitting simultaneously.
The embodiment of the application also discloses a process adopting the vacuum preloading treatment system, which comprises the following steps:
step one, trial operation, after the system is installed, trial vacuum pumping is carried out, the sealing performance and the equipment operation state are detected, and the trial pumping time is not less than 4 days;
step two, loading, continuously vacuumizing, starting the first air compressor 21 when the actually measured average sedimentation rate is smaller than 3mm/d, closing the first air compressor 21 until the average sedimentation rate is larger than 3mm/d, and repeating the step until the vacuum degree under the film reaches the vacuum degree under the film and is reduced to the design requirement;
and step three, unloading, namely unloading the vacuum pumping device 13 and dismantling the system when the consolidation degree calculated by the actually measured sedimentation curve is more than or equal to 85% and the actually measured sedimentation efficiency is less than 2mm/d for 5 continuous days.
When the third step is carried out, compacting the foundation by using vibration striking equipment, wherein the first-pass compacting distance is 4.0m multiplied by 7.0m, the foundation is arranged in a square shape, compacting energy is 700-1000 kN m, and the compacting number is 1-2; the second-time point tamping distance is 4.0m multiplied by 7.0m, the second-time point tamping distance is in square arrangement, the second-time point tamping distance is arranged between the first-time point tamping distances, the compacting energy is 700-1000 kN m, and the compacting number is 1-2; full tamping: the full-ramming energy is 500kN · m, the impact number is 1-2 impacts, and the hammer marks are mutually overlapped by 1/4 hammer diameters.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (9)
1. The utility model provides a vacuum preloading processing system, includes vertical drainage board (11), horizontal water absorption pipeline (12), evacuating device (13) and seal membrane (32), vertical drainage board (11) are provided with a plurality of and the vertically bury underground in the ground, horizontal water absorption pipeline (12) pre-buried in sand bed layer (4) and communicate with the upper end of each vertical drainage board (11), evacuating device (13) and horizontal water absorption pipeline (12) intercommunication, seal membrane (32) cover subaerial, its characterized in that: still include first air compressor machine (21), blast pipe (22) and jet-propelled pipe (23), blast pipe (22) horizontally buries underground in sand cushion layer (4), jet-propelled pipe (23) are provided with a plurality of and the vertically bury underground in the ground, each jet-propelled pipe (23) all communicate with blast pipe (22), first air compressor machine (21) and blast pipe (22) intercommunication.
2. The vacuum pre-compaction processing system of claim 1, wherein: the air injection pipe (23) comprises an air pipe (231) and a vibrator (232), a plurality of exhaust holes are formed in the outer wall of the air pipe (231), the vibrator (232) is installed at the lower end of the air pipe (231), and a power line of the vibrator (232) extends out through the air pipe (231).
3. The vacuum pre-compaction processing system of claim 2, wherein: the air pipe (231) is made of a soft plastic pipe, the pressure resistance of the air pipe (231) is not less than 1Mpa, and the air injection pipe (23) is wrapped with geotextile.
4. The vacuum pre-compaction processing system of claim 1, wherein: the water draining device is characterized in that a plurality of water draining cavities (1133) which are separated from each other are arranged in the vertical water draining plate (11), each water draining cavity (1133) is arranged along the length direction of the vertical water draining plate (11), a plurality of first water draining holes (1131) communicated with the outside are formed in each water draining cavity (1133), a plurality of connecting channels (1122) communicated with the horizontal water absorbing pipeline (12) are further arranged on the vertical water draining plate (11), each connecting channel (1122) is respectively communicated with each water draining cavity (1133), and a first valve (114) is arranged in each connecting channel (1122).
5. The vacuum pre-compaction processing system of claim 4, wherein: the vertical drainage plate (11) comprises a plurality of rectangular plate frames (113), each drainage cavity (1133) is respectively arranged on each rectangular plate frame (113), each first drainage hole (1131) is uniformly distributed on each rectangular plate frame (113), the vertical drainage plate (11) further comprises a main plate frame (112), each connecting channel (1122) is arranged in the main plate frame (112), and each rectangular plate frame (113) is hermetically arranged on one side of the main plate frame (112).
6. The vacuum pre-compaction processing system of claim 4, wherein: vertical drain board (11) still include connection box (111), the upside of connection box (111) is provided with flange joint (1111) with horizontal water absorption pipeline (12) intercommunication, main plate frame (112) with install rectangle plate frame (113) in main plate frame (112) upper end and insert and locate connection box (111), sealing connection between main plate frame (112) and rectangle plate frame (113) and connection box (111).
7. The vacuum pre-compaction processing system of claim 1, wherein: still include sealed ditch (31), sealed ditch (31) are around establishing evacuation ground round setting, the week side of seal membrane (32) all extends to in sealed ditch (31), cover water in sealed ditch (31), the edge of water over seal membrane (32).
8. A process for using the vacuum pre-compaction processing system of any one of claims 1 to 7, comprising the steps of:
step one, trial operation, after the system is installed, trial vacuum pumping is carried out, the sealing performance and the equipment operation state are detected, and the trial pumping time is not less than 4 days;
step two, loading, continuously vacuumizing, starting the first air compressor (21) when the actually measured average sedimentation rate is smaller than 3mm/d, closing the first air compressor (21) until the average sedimentation rate is larger than 3mm/d, and repeating the step until the vacuum degree under the film reaches the vacuum degree under the film and is reduced to the design requirement;
and step three, unloading, namely unloading the vacuum pumping device (13) when the consolidation degree calculated by the actually measured sedimentation curve is more than or equal to 85 percent and the actually measured sedimentation efficiency is less than 2mm/d for 5 continuous days, and dismantling the system.
9. The process according to claim 8, characterized in that: when the third step is carried out, compacting the foundation by using vibration striking equipment, wherein the first-pass point-compacting distance is 4.0m multiplied by 7.0m, the square arrangement is realized, the compacting energy is 700-1000 kN m, and the compacting number is 1-2 strikes; the second-time point tamping distance is 4.0m multiplied by 7.0m, the second-time point tamping distance is in square arrangement, the second-time point tamping distance is arranged between the first-time point tamping distances, the compacting energy is 700-1000 kN m, and the compacting number is 1-2; full tamping: the full-ramming energy is 500kN · m, the impact number is 1-2 impacts, and the hammer marks are mutually overlapped by 1/4 hammer diameters.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113605362A (en) * | 2021-08-21 | 2021-11-05 | 中铁一局集团(广州)建设工程有限公司 | Micro-splitting multi-layer high-vacuum layering pre-compaction construction method |
| CN116289868A (en) * | 2023-05-12 | 2023-06-23 | 中交第四航务工程勘察设计院有限公司 | Vacuum preloading method based on machine-made gravel material |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1664245A (en) * | 2005-04-01 | 2005-09-07 | 东南大学 | Operation method for consolidating soft soil foundation by pneumatic flerry vacuum preloading method |
| CN2773175Y (en) * | 2005-04-01 | 2006-04-19 | 东南大学 | Plastic air-guiding discharging board |
| CN101016740A (en) * | 2007-03-05 | 2007-08-15 | 武亚军 | Multiple pressurizing fast consolidated compacting soft earth foundation treatment method |
| CN101581092A (en) * | 2009-06-09 | 2009-11-18 | 陈杰德 | Method for processing soft ground by rapid pressurizing pre-compression |
| CN105603963A (en) * | 2016-02-29 | 2016-05-25 | 中交天津港湾工程研究院有限公司 | Flat belt lateral swelling combined vacuum pre-pressing foundation processing device and method |
| CN106592572A (en) * | 2016-10-21 | 2017-04-26 | 温州大学 | Air pressure split foundation strengthening treatment structure and method adopting air pressure split foundation strengthening treatment structure |
| CN107604897A (en) * | 2017-09-28 | 2018-01-19 | 无锡厚发自动化设备有限公司 | The reinforcement means that the vacuum preloading of soft soil foundation, air pressure splitting and grouting are combined |
| CN206941569U (en) * | 2017-06-22 | 2018-01-30 | 湖南瑞丰生物科技有限公司 | A kind of draining harden structure for land |
| CN207047830U (en) * | 2017-05-31 | 2018-02-27 | 上海建工集团股份有限公司 | A kind of drain bar |
| CN213709481U (en) * | 2020-10-15 | 2021-07-16 | 福建省百川建设发展有限公司 | Vacuum preloading processing system |
-
2020
- 2020-10-15 CN CN202011103215.8A patent/CN112144503A/en active Pending
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1664245A (en) * | 2005-04-01 | 2005-09-07 | 东南大学 | Operation method for consolidating soft soil foundation by pneumatic flerry vacuum preloading method |
| CN2773175Y (en) * | 2005-04-01 | 2006-04-19 | 东南大学 | Plastic air-guiding discharging board |
| CN101016740A (en) * | 2007-03-05 | 2007-08-15 | 武亚军 | Multiple pressurizing fast consolidated compacting soft earth foundation treatment method |
| CN101581092A (en) * | 2009-06-09 | 2009-11-18 | 陈杰德 | Method for processing soft ground by rapid pressurizing pre-compression |
| CN105603963A (en) * | 2016-02-29 | 2016-05-25 | 中交天津港湾工程研究院有限公司 | Flat belt lateral swelling combined vacuum pre-pressing foundation processing device and method |
| CN106592572A (en) * | 2016-10-21 | 2017-04-26 | 温州大学 | Air pressure split foundation strengthening treatment structure and method adopting air pressure split foundation strengthening treatment structure |
| CN207047830U (en) * | 2017-05-31 | 2018-02-27 | 上海建工集团股份有限公司 | A kind of drain bar |
| CN206941569U (en) * | 2017-06-22 | 2018-01-30 | 湖南瑞丰生物科技有限公司 | A kind of draining harden structure for land |
| CN107604897A (en) * | 2017-09-28 | 2018-01-19 | 无锡厚发自动化设备有限公司 | The reinforcement means that the vacuum preloading of soft soil foundation, air pressure splitting and grouting are combined |
| CN213709481U (en) * | 2020-10-15 | 2021-07-16 | 福建省百川建设发展有限公司 | Vacuum preloading processing system |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113605362A (en) * | 2021-08-21 | 2021-11-05 | 中铁一局集团(广州)建设工程有限公司 | Micro-splitting multi-layer high-vacuum layering pre-compaction construction method |
| CN113605362B (en) * | 2021-08-21 | 2022-07-08 | 中铁一局集团(广州)建设工程有限公司 | Micro-splitting multi-layer high-vacuum layering pre-compaction construction method |
| CN116289868A (en) * | 2023-05-12 | 2023-06-23 | 中交第四航务工程勘察设计院有限公司 | Vacuum preloading method based on machine-made gravel material |
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