CN113898379B - Device and method for optimizing actual grouting consolidation stratum pressure and parameters - Google Patents
Device and method for optimizing actual grouting consolidation stratum pressure and parameters Download PDFInfo
- Publication number
- CN113898379B CN113898379B CN202111151019.2A CN202111151019A CN113898379B CN 113898379 B CN113898379 B CN 113898379B CN 202111151019 A CN202111151019 A CN 202111151019A CN 113898379 B CN113898379 B CN 113898379B
- Authority
- CN
- China
- Prior art keywords
- grouting
- pressure
- hole
- parameters
- holes
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L11/00—Measuring steady or quasi-steady pressure of a fluid or a fluent solid material by means not provided for in group G01L7/00 or G01L9/00
Abstract
The invention relates to the technical field of geotechnical engineering, and provides a method and a device for actually measuring grouting consolidation formation pressure and optimizing parameters, wherein a geometric center is constructed between grouting holes to detect the grouting holes, a P-T curve is drawn, the actual pressure condition in the formation is mastered in the grouting process, and grouting parameters (pressure and hole pitch) are timely adjusted by combining different geological conditions, so that the consolidation quality can be effectively ensured, the grouting supplementing links are reduced, and the efficiency is improved; and meanwhile, the slurry waste caused by excessive consolidation is avoided.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering, in particular to a device and a method for optimizing actual grouting consolidation stratum pressure and parameters.
Background
The surrounding rock in front of the tunnel (hole) and the underground engineering excavation face (tunnel face) is crushed and weak, the substrate bearing capacity of structures (including the tunnel (hole) and the underground engineering, bridges, roadbeds, house buildings and the like) is weak, or a weak layer or karst filler with thicker lower layer is arranged, and the like, and the weak or crushed engineering geological environment with the soil or filler as the main material is subjected to grouting reinforcement to the stratum by adopting a grouting method, so that the bearing capacity is improved, the deformation is controlled, the stability of the stratum is maintained or improved, and meanwhile, the foundation construction of piles (raft) is favorable for accelerating the engineering progress and saving the investment. If water is contained in the stratum, the slurry is easy to diffuse once the grouting pressure is higher than the hydrostatic pressure; for non-aqueous (or less aqueous) formations, slurry diffusion is greatly affected by the grouting hole spacing, grouting pressure, and physical parameters of the formation.
The grouting parameters of the advanced grouting (horizontal direction) or the construction of the long-range foundation reinforcement grouting (vertical direction) of the tunnel (hole) and the underground engineering are selected in advance according to experience, and then are determined by experiments on site. In the stage of testing and verifying parameters, judging whether the slurry or slurry pulse effectively fills the stratum among grouting holes and is solidified and compacted, and adopting the methods for comprehensive comparison analysis is a common method for measuring the quality of the solidified grouting at present according to core samples taken before and after grouting (visually observing the change of physical parameters of the core samples before and after solidification), a water pressure test (the change of water permeability of the stratum before and after), static (dynamic) sounding (the change of bearing capacity) and the like, along with the development of geophysical sounding technology. The evaluation method also has defects, 1) the comparative detection holes are 5% of the total hole number, and the representative is not strong, and has limitations. Often, the quality of verification holes meets the requirement, and the phenomenon that the grouting effect is extremely poor, such as excavation after the tunnel adopts ground consolidation grouting, when the excavation of the face is revealed, the phenomenon that the gaps (or soil holes) among the holes are free of slurry (veins) in an overlapped area or the water (mud) still leaks locally is obviously found; 2) In the test process, the diffusion range and the consolidation quality condition of the slurry cannot be found in time, parameters such as overlarge hole spacing or overlarge pressure and denser stratum part can be corrected in time, diffusion radius edges can not be effectively overlapped, and the phenomena of finishing grouting in advance and the like are met. 3) The grouting pressure gauge has large reading swing, the experience of mastering the actual grouting pressure value is strong, and the actual grouting pressure value of the stratum cannot be accurately judged, so that the effective diffusion of the slurry is influenced.
Disclosure of Invention
The invention aims to provide a device and a method for actually measuring grouting consolidation formation pressure and optimizing parameters, which can solve the problem that the actual pressure condition in the formation is mastered in the grouting process, and timely adjust grouting parameters (pressure and hole pitch) by combining different geological conditions, so that the consolidation quality can be effectively ensured, the grouting repairing links can be reduced, and the efficacy can be improved; and meanwhile, the slurry waste caused by excessive consolidation is avoided.
The embodiment of the invention is realized by the following technical scheme: the method for optimizing the actual grouting consolidation stratum pressure and parameters is characterized by comprising the following steps of: the method comprises the following steps: s1: preparing materials, exploring terrain, and determining parameters of grouting holes; s2: setting a detection hole at the geometric center of a connecting line of adjacent grouting holes which form a polygonal unit by taking the grouting holes as points, and then sampling and recording a first core sample; s3: embedding a grouting pressure detection device in the detection hole; the pressure detection device is connected with the terminal; s4: performing pressure grouting on the grouting holes; and recording an initial grouting pressure value Ps; simultaneously, recording a curve of pressure change along with time, namely a P-T curve, through a pressure detection device; s5: after grouting is completed and the grouting is solidified to the design strength, drilling a verification hole, sampling and cataloguing, and obtaining a second core sample; s6: and (3) analyzing the rationality of the pressure and the pitch and optimizing grouting parameters by combining the P-T curve with physical parameters such as the acquisition rate, the capacity/specific gravity, the pulp pulse filling description and the like of the first core sample and the second core sample and combining with other detection and observation results.
Further, in step S3: the pressure detection devices are at least two, and the horizontal height of each pressure detection device is flush with the grouting section; the pressure detection device is backfilled with medium fine sand to the position of not less than 10cm at the top end.
Further, the pressure detection device adopts a pressure box; the steps S3 and S4 also comprise the following steps: s31: the string is looped around the pressure box, and is stuck with the rope sleeve by transparent glue, and then is tied with a slightly loose cable for waiting; s32: firstly, putting about fine sand below a mounting hole depth design position, checking the hole depth at the mounting position again, making marks on the string, slowly putting the tethered pressure box along the hole wall until the marks are reached, ensuring that the pressure gauge is vertical, and fixing the string properly; s33: then small amount of fine sand is added into the hole wall for 5-10 times to cover the pressure box, and then the hole wall is filled with the soil or filler for drilling; s34: and laying the cable and placing the cable into a line concentration box for standby, and initially detecting the state of the instrument.
Furthermore, grouting is performed in sequence, wherein each sequence hole can be used for grouting at the same time, grouting can be staggered in sequence, and the water cement ratio is increased step by step from large to small and the pressure is increased step by step from small to large.
Furthermore, a set of backup sections are embedded in the same detection hole at intervals for standby.
The device for optimizing the actual grouting consolidation stratum pressure and parameters comprises at least one detection unit and a pressure recorder; the detection unit is arranged at the geometric center of the connecting line of the adjacent grouting holes which form the polygonal unit, and comprises a detection hole and a pressure detection device arranged in the detection hole, and the pressure detection device is in communication connection with the pressure recorder.
Further, the grouting holes sequentially comprise from inside to outside: grouting pipe, pressure slurry, sleeve valve pipe, soft rubber and sleeve shell material, and the sleeve valve pipe is provided with a plurality of overflow holes.
The technical scheme of the embodiment of the invention has at least the following advantages and beneficial effects:
1: and (3) visually measuring the pressure value of the overlapping part (weak position) of the grouting holes of the stratum, and combining the test parameters to optimize the grouting hole distance (or diffusion radius) and the grouting pressure value. The method has the advantages of realizing the guarantee of the qualification rate of grouting consolidation quality, reducing the grouting filling rate, improving the efficacy, simultaneously controlling excessive consolidation, causing the waste of the slurry, and saving the cost.
2: the method can be applied to any complex stratum consolidation grouting (grouting) of horizontal, vertical or oblique drilling modes and the like, including pre-grouting (advanced) grouting.
3: the universal detection instrument is adopted, the input instrument is not enough of ten thousand yuan, the operation method is convenient, and the judgment and analysis are easy.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are needed in the embodiments will be briefly described below, it being understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and other related drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a diagram showing the distribution of grouting holes in an apparatus and method for optimizing measured grouting consolidation formation pressure and parameters according to the present invention;
FIG. 2 is a diagram showing the distribution of the detection holes in a device and method for optimizing the pressure and parameters of an actual grouting consolidation formation;
FIG. 3 is a schematic cross-sectional view of a test hole in an apparatus and method for optimizing measured grouting consolidation formation pressure and parameters according to the present invention;
FIG. 4 is a schematic diagram of a grouting hole in an apparatus and method for optimizing measured grouting consolidation formation pressure and parameters according to the present invention;
FIG. 5 is a schematic diagram illustrating the installation of a pressure detection device in an apparatus and method for optimizing measured grouting consolidation formation pressure and parameters according to the present invention;
FIG. 6 is a schematic diagram of a pressure detection device in an apparatus and method for optimizing measured grouting consolidation formation pressure and parameters according to the present invention;
FIG. 7 is a graph of P-T for an apparatus and method for optimizing measured grouting consolidation formation pressure and parameters in accordance with the present invention;
icon: 1-grouting holes, 2-detection holes, 3-second core samples, 21-first pressure detection devices, 22-second pressure detection devices, 11-grouting pipes, 12-pressure slurry, 13-sleeve valve pipes, 14-soft rubber, 15-casing materials, 16-overflow holes, 23-cables, 24-nylon ropes, 25-middle fine sand layers and 26-backfill layers.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures.
In the description of the present invention, it should be noted that, if the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. indicate an azimuth or a positional relationship based on that shown in the drawings, or an azimuth or a positional relationship in which the inventive product is conventionally put in use, it is merely for convenience of describing the present invention and simplifying the description, and it is not indicated or implied that the apparatus or element referred to must have a specific azimuth, be constructed and operated in a specific azimuth, and thus should not be construed as limiting the present invention.
In the description of the present invention, it should also be noted that, unless explicitly stated and limited otherwise, the terms "disposed," "mounted," "connected," and "connected" should be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
Examples
A method for optimizing actual grouting consolidation formation pressure and parameters, comprising the following steps:
s1: preparing materials, including pressure detection equipment, grouting materials, drilling equipment and the like, exploring terrain, and determining parameters of the grouting holes 1 according to the terrain; such as: carrying out parameter design on the tunnel; the tunnel passes through a fourth-period brand new system slope flood laminate, and takes clay containing gravel (high liquid limit, weak expansion) and clay containing gravel sand as main materials, the bearing capacity is 150-200 KPa, the design requirement is not met, and a composite pile foundation (sleeve valve pipe 13+grouting consolidation) foundation is adopted for testing the 15m range below the tunnel; and grouting and reinforcing soil bodies at the two sides in a range of 15m below the tunnel bottom and between the tunnel bottom by adopting a rigid sleeve valve pipe 13 composite pile, wherein the outer expansion of the two sides is not less than 15 degrees. The rigid sleeve valve pipes 13 are arranged in a staggered manner, wherein the transverse hole arrangement distance of the composite piles is 2m, the final hole distance is 3m and the row distance is 5 m. Two sides are respectively provided with a row of composite guard piles of the encryption sleeve valve pipes 13, the pile spacing is 2m, the final hole spacing is 2m, and the external insertion angle is 15 degrees. 190 grouting holes are arranged in total; as shown in fig. 1.
S2: as shown in fig. 2, with the grouting holes 1 as points, a detection hole 2 is arranged at the geometric center of a connecting line of adjacent grouting holes 1 which form a polygonal unit, and then sampling (first core sample) is recorded; here, taking the above 90 grouting holes 1 as an example, which form a triangle, the grouting holes 1 should be disposed on the geometric center of the triangle, as shown in fig. 1 and 2; further, the deviation of the open hole is +/-50 mm, the deviation of the drilling hole is controlled within +/-L/150 (L: hole length), the core is recorded, and the core is packaged after physical parameters such as the core sample obtaining rate, the capacity (specific weight) and the like are calculated.
S3: as shown in fig. 3,4,5, and 6, a grouting pressure detecting device is embedded in the detecting hole 2; the pressure detection device is connected with the terminal; specifically, the pressure detection device is in a shape of a cake, and the installation process is as follows: s31: the string is looped around the pressure box, and is stuck with the rope sleeve by transparent glue, and then is tied with a slightly loose cable for waiting; s32: firstly, putting about fine sand below a mounting hole depth design position, checking the hole depth at the mounting position again, making marks on the string, slowly putting the tethered pressure box along the hole wall until the marks are reached, ensuring that the pressure gauge is vertical, and fixing the string properly; s33: then small amount of fine sand is added into the hole wall for 5-10 times to cover the pressure box, and then the hole wall is filled with the soil or filler for drilling; s34: laying the cable and placing the cable into a line concentration box for standby, and initially detecting the state of the instrument; it should be noted that, in the present embodiment, the number of pressure detecting devices in each detecting hole 2 is determined according to the number of grouting segments; such as: as shown in the figure, two grouting sections are generally adopted, and then two pressure detection devices are adopted; finally, the middle fine sand is backfilled to the position of 20cm at the top end of the pressure device, and Li Yukong sections are naturally backfilled by drill cuttings drilled by the grouting holes 1.
S4: performing pressure grouting on the grouting holes 1; and recording an initial grouting pressure value Ps; simultaneously, recording a curve of pressure change along with time, namely a P-T curve, through a pressure detection device; specifically, the grouting holes 1 need to be prepared with a grouting system as follows: preparing slurry, and sequentially grouting when the sleeve shell material 15 has grouting time after drilling and sleeve valve tube 13 installation are completed; the gauge needle of the grouting pressure gauge should be relatively stable, and the grouting equipment is preferably provided with an air accumulator.
Additionally, the procedure for recording the P-T curve is as follows:
firstly, grouting initial pressure estimation Ps: grouting pump gauge needle reading ps=fracture weak formation resistance (design value P) +pipeline resistance-pressure difference between the slurry inlet and the slurry outlet (Δp). The cement ratio of the consolidation grouting can be selected from 2, 1, 0.7 and 0.5, and the conversion is from large to small. See that the grouting pipe 11 is not long, the resistance is negligible, i.e. ps= (P- Δp). Wherein: Δp=γ0Δh, ps—initial pressure (MPa), γ0slurry volume weight (N/m 3), Δh—height difference (m) from the pin to the overflow port, vertical downward grouting Δh being positive and upward grouting Δh being negative. P is given by the design.
The grouting is sequentially carried out, namely, an I-order hole and an II-order hole, wherein each order hole can be simultaneously grouting, and grouting (I-1 and I-2) can be staggered in sequence. The water cement ratio is increased gradually from large to small and the pressure is increased gradually from small to large, so that abrupt change is prevented.
Thirdly, the change of the grouting pressure inside and outside the hole along with time is recorded in the whole process, and a P-t curve is drawn. The time is calculated from the moment when the grouting breaks down the grout holes in the sleeve valve pipe 13 (at this time, the grout injection rate is suddenly increased). The initial pressure value (P0) of the II-order hole grouting is the pressure value actually measured before the II-order hole grouting after the I-order hole grouting is finished. Meanwhile, the grouting boost time of the II sequence holes is relatively fast, the injection rate is relatively fast to change, and the reactions are different on a P-T curve.
Fourth, if the reading of the pressure device is not reflected in the grouting process: there are two possibilities, one is too small grouting pressure or too large diffusion radius, and the other is that the instrument cannot work normally. If the pressure is continuously increased, the slurry injection rate is increased and then gradually reduced, and no reading is needed when the pressure exceeds the measuring range, so that the possibility of damage to the instrument is proved to be extremely high. In this case, a set of detection holes 2 are buried for later use with a length of a back-off section (about 100 cm) therebetween.
S5: after grouting is completed and the grouting is solidified to the design strength, a verification hole is drilled and a sample (a second core sample 3) is sampled and recorded; meanwhile, observing and recording the change of the ground elevation above the consolidation area and the deformation of the primary support in the tunnel; i: a consolidated zone; ii: is a consolidation zone, as shown in figure 2.
S6: according to the P-T curve, the physical parameters such as the acquisition rate, the capacity (ratio) weight, the pulp pulse filling description and the like of the first core sample and the second core sample 3 are combined, and other detection (a pressurized water test, sounding, sound waves and the like) and observation results are combined, the system analyzes the rationality of pressure and hole distance and optimizes grouting parameters.
The process is as follows: drawing an actually measured P-T curve in the hole, and synchronously recording the P-T change of the grouting pressure gauge outside the hole and the injection rate change of the slurry. The recorded zero points are the same (calculated from the moment of breakdown of the overflow holes, the injection rate is suddenly increased), and the P-T curves are plotted on the same coordinate system for analysis, as shown in FIG. 7.
Qualitative analysis principle (quantitative analysis cannot be realized due to the influence of multi-factors such as formation density, porosity, pressure, water-cement ratio and the like):
(1) the triggering time in the hole is short (t touch), the distance between the holes of the grouting holes 1 is small, and the time for boosting to stabilizing the pressure is short, which means that the pressure is larger; if the pressure is raised to the constant pressure for too long, the pressure is smaller.
(2) The triggering time in the hole is longer (t touch), the distance between the grouting holes 1 is larger, and the time when the pressure is increased to be stabilized is quicker, which means that the pressure is larger; if the pressure is raised to the constant pressure for too long, the pressure is smaller.
(3) The inside of the hole is not triggered for a long time or is boosted to be stable for a long time, and the distance between the holes of the grouting holes 1 is larger or the pressure is too small; if the pressure is continuously increased to the measuring range value of the pressure gauge, the pressure gauge is still not triggered: instrument system failure or too large interval between formation densification.
It is emphasized that: 1: when the distance between the consolidation range and the ground is smaller, the conditions such as elevation, slurry burst and the like of the ground are synchronously observed and recorded in the grouting process; 2: at least two detection devices are arranged on the same stratum, and different strata are additionally embedded. The device is embedded in principle close to the bottom of the hole.
In this embodiment, the device further includes a device for optimizing the actual grouting consolidation formation pressure and parameters, which is suitable for the above method, and specifically includes at least one detection unit and a pressure recorder; the detection unit is arranged at the geometric center of the connecting line of the adjacent grouting holes 1 which form the polygonal unit, and comprises a detection hole 2 and a pressure detection device arranged in the detection hole 2, and the pressure detection device is in communication connection with the pressure recorder; the grouting holes 1 sequentially comprise from inside to outside: the grouting device comprises a grouting pipe 11, pressure slurry 12, a sleeve valve pipe 13, a soft rubber 14 and a shell material 15, wherein a plurality of overflow holes 16 are formed in the sleeve valve pipe 13.
The above is only a preferred embodiment of the present invention, and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (5)
1. The method for optimizing the actual grouting consolidation stratum pressure and parameters is characterized by comprising the following steps of: the method comprises the following steps:
s1: preparing materials, exploring terrain, and determining parameters of grouting holes (1);
s2: taking the grouting holes (1) as points, arranging detection holes (2) at the geometric center of connecting lines of adjacent grouting holes (1) which form polygonal units at random, and then sampling and recording a first core sample;
s3: embedding a grouting pressure detection device in the detection hole (2); the pressure detection device is connected with the terminal;
s4: performing pressure grouting on the grouting holes (1); and recording an initial grouting pressure value Ps; simultaneously, recording a curve of pressure change along with time, namely a P-T curve, through a pressure detection device;
s5: after grouting is completed and the grouting is solidified to the design strength, drilling a verification hole, sampling and cataloguing, and obtaining a second core sample (3);
s6: according to the P-T curve, the physical parameters are described by combining the acquisition rate, the capacity/specific gravity and the pulp pulse filling of the first core sample and the second core sample (3), the detection and observation results are combined, and the rationality of pressure and hole pitch is analyzed by the system and the grouting parameters are optimized;
in step S3: the pressure detection devices are at least two, and the horizontal height of each pressure detection device is flush with the grouting section; the pressure detection device is backfilled with middle fine sand to a position of which the top end is not smaller than 10 cm;
the pressure detection device adopts a pressure box; the steps S3 and S4 also comprise the following steps:
s31: the string is looped around the pressure box, and is stuck with the rope sleeve by transparent glue, and then is tied with a slightly loose cable for standby;
s32: firstly putting fine sand under the installation hole depth design position, checking the hole depth at the installation position again, making marks on the string, slowly putting the tethered pressure box along the hole wall until the marks are reached, ensuring that the pressure gauge is vertical, and fixing the string properly;
s33: then small amount of fine sand is added into the hole wall for 5-10 times to cover the pressure box, and then the hole wall is filled with the soil or filler for drilling;
s34: and laying the cable and placing the cable into a line concentration box for standby, and initially detecting the state of the instrument.
2. The method of measured grouting consolidation formation pressure and parameter optimization of claim 1, wherein: grouting is performed in sequence, wherein each sequence hole can be used for grouting at the same time, grouting can be performed in sequence in a staggered manner, and the water cement ratio is gradually increased from large to small and the pressure is gradually increased from small to large.
3. The method of measured grouting consolidation formation pressure and parameter optimization of claim 1, wherein: one set of backup sections are embedded in the same detection hole (2) at intervals for later use.
4. A device for optimizing measured grouting consolidation formation pressure and parameters, which is suitable for a method for optimizing measured grouting consolidation formation pressure and parameters according to any one of claims 1 to 3, and is characterized in that: comprises at least one detection unit and a pressure recorder; the detection unit is arranged at the geometric center of a connecting line of adjacent grouting holes (1) which form a polygonal unit, and comprises a detection hole (2) and a pressure detection device arranged inside the detection hole (2), and the pressure detection device is in communication connection with a pressure recorder.
5. The device for optimizing measured grouting consolidation formation pressure and parameters according to claim 4, wherein the grouting holes (1) comprise, in order from inside to outside: grouting pipe (11), pressure thick liquid (12), sleeve valve pipe (13), soft rubber (14) and shell material (15), be equipped with a plurality of overflow holes (16) on sleeve valve pipe (13).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111151019.2A CN113898379B (en) | 2021-09-29 | 2021-09-29 | Device and method for optimizing actual grouting consolidation stratum pressure and parameters |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111151019.2A CN113898379B (en) | 2021-09-29 | 2021-09-29 | Device and method for optimizing actual grouting consolidation stratum pressure and parameters |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113898379A CN113898379A (en) | 2022-01-07 |
| CN113898379B true CN113898379B (en) | 2023-08-11 |
Family
ID=79189143
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111151019.2A Active CN113898379B (en) | 2021-09-29 | 2021-09-29 | Device and method for optimizing actual grouting consolidation stratum pressure and parameters |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113898379B (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101338678A (en) * | 2008-08-19 | 2009-01-07 | 北京城建设计研究总院有限责任公司 | Supporting arch hidden digging top-down construction method |
| JP2009174171A (en) * | 2008-01-23 | 2009-08-06 | Kajima Corp | Water cut-off grout method and water cut-off grout system under high hydraulic pressure |
| CN101832142A (en) * | 2010-02-11 | 2010-09-15 | 中铁十二局集团有限公司 | Tunnel information tracing accurate grouting method |
| CN105714764A (en) * | 2015-12-08 | 2016-06-29 | 中国铁建大桥工程局集团有限公司 | Tunnel ground deep-hole sleeve valve tube grouting construction method |
| CN109162722A (en) * | 2018-10-11 | 2019-01-08 | 中国石油大学(华东) | It is applicable in the advanced compacting grouting and reinforcing method in loose weak stratum of shallow-depth-excavation tunnel |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| ITGE20030005A1 (en) * | 2003-01-24 | 2004-07-25 | Ferrari De Nobili S R L | CONTINUOUS METHOD OF REALIZATION OF UNDERGROUND WORKS, |
| US9512587B2 (en) * | 2013-12-16 | 2016-12-06 | Heisei Techno's Co., Ltd. | Ground improvement method |
-
2021
- 2021-09-29 CN CN202111151019.2A patent/CN113898379B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2009174171A (en) * | 2008-01-23 | 2009-08-06 | Kajima Corp | Water cut-off grout method and water cut-off grout system under high hydraulic pressure |
| CN101338678A (en) * | 2008-08-19 | 2009-01-07 | 北京城建设计研究总院有限责任公司 | Supporting arch hidden digging top-down construction method |
| CN101832142A (en) * | 2010-02-11 | 2010-09-15 | 中铁十二局集团有限公司 | Tunnel information tracing accurate grouting method |
| CN105714764A (en) * | 2015-12-08 | 2016-06-29 | 中国铁建大桥工程局集团有限公司 | Tunnel ground deep-hole sleeve valve tube grouting construction method |
| CN109162722A (en) * | 2018-10-11 | 2019-01-08 | 中国石油大学(华东) | It is applicable in the advanced compacting grouting and reinforcing method in loose weak stratum of shallow-depth-excavation tunnel |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113898379A (en) | 2022-01-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105862874B (en) | A kind of means of defence for controlling closing foundation ditch construction of structures to deform | |
| CN104329076B (en) | A kind of deviational survey hole osmotic pressure counter device and installation method | |
| CN107389898A (en) | Dynamic current Flooding in Borehole consolidation grouting Diffusion Law visual Simulation experimental provision and method | |
| CN105239563A (en) | Dry-method hole forming filling pile structure for post-grouting matched rotary drilling rig and construction method | |
| CN110865176A (en) | Tunnel water burst and mud burst excavation simulation device and method for simulating water burst and mud burst disaster | |
| CN113404538A (en) | System and method for sealing and storing carbon dioxide based on coal mine goaf | |
| CN114108609B (en) | Construction method for multistage segmented precise filling and deep pile forming in goaf | |
| CN204252103U (en) | A kind of deviational survey hole osmometer device | |
| CN111677521B (en) | High-pressure gas pipe settlement control method for subway interval tunnel construction | |
| CN107165204B (en) | Testing method considering horizontal bearing characteristic of single pile under action of confined water | |
| CN101858074A (en) | Construction method and device for on-site water injection test | |
| CN113898379B (en) | Device and method for optimizing actual grouting consolidation stratum pressure and parameters | |
| CN108612546B (en) | Horizontal grouting construction method in closed environment | |
| CN206693258U (en) | Hold type rigid pile composite foundation structure in a kind of end | |
| CN115343416A (en) | Coal seam post-mining flowing water grouting simulation device and test method | |
| CN201713803U (en) | On-site water injection testing device | |
| CN108489814B (en) | Coefficient of static lateral soil pressure K 0 In-situ testing device and testing method | |
| CN113605933A (en) | Grouting reinforcement method for underground excavation channel of close-distance underpass subway station | |
| CN207828946U (en) | A kind of solution cavity waits for the drilling arrangement of reinforcing area | |
| CN219260990U (en) | Pile end rear grouting reinforcement structure of overlying gap stratum foundation pile | |
| CN215949472U (en) | Device for actually measuring grouting consolidation stratum pressure and parameter optimization | |
| CN110805052A (en) | Comprehensive treatment method for sudden surge of ultra-deep foundation pit | |
| Peng et al. | Field experiment research of the polycystic aeration bolt: model design and anchorage mechanism | |
| CN115059056B (en) | Method for reinforcing bridge pile foundation in karst area | |
| CN114000827B (en) | Collapse column exploration method based on pressure seepage principle and electromagnetic response characteristics |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |