CN116122260A - Construction method for grouting sleeve valve pipe to strengthen foundation - Google Patents
Construction method for grouting sleeve valve pipe to strengthen foundation Download PDFInfo
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- CN116122260A CN116122260A CN202211662178.3A CN202211662178A CN116122260A CN 116122260 A CN116122260 A CN 116122260A CN 202211662178 A CN202211662178 A CN 202211662178A CN 116122260 A CN116122260 A CN 116122260A
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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
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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Abstract
The invention discloses a construction method for grouting sleeve valve pipes to strengthen a foundation, which comprises the following steps: drilling a hole; lowering the outer tube into the formed borehole; injecting a casing material into the borehole; injecting a slurry-stopping pipe fixing material into an annular gap between the outer pipe and the wall of the drilled hole, and executing the following steps after the slurry-stopping pipe fixing material is solidified; sequentially lowering the double-plug core pipe to a plurality of pipe sections in the outer pipe, and respectively performing open-loop grouting at the pipe sections; at each pipe section, the two end air bags of the double-plug core pipe are inflated to form slurry stopping plugs to block the two ends of the corresponding pipe section, initial slurry is injected through the double-plug core pipe until slurry stopping solid pipe materials outside at least one group of slurry injecting holes of the corresponding pipe section are flushed away, and then reinforcing slurry is injected through the double-plug core pipe, so that the reinforcing slurry is injected into the foundation to be reinforced through at least one group of slurry injecting holes of the corresponding pipe section. The invention can improve the flexibility and reliability of the foundation reinforcement treatment and can improve the stratum strength and the self-stabilization capability.
Description
Technical Field
The invention relates to the technical field of constructional engineering, in particular to a construction method for grouting sleeve valve pipes to strengthen a foundation.
Background
In practical engineering, the natural foundation may have complicated geology, poor condition or water-rich stratum, so that the bearing capacity of the foundation is insufficient, and the stratum strength and self-stabilization capability cannot meet the requirements, so that the foundation needs to be reinforced. The foundation reinforcement method mainly adopted at the present stage comprises the steps of filling, tamping, compaction, water drainage, cementing, reinforcement and the like. The foundation treatment methods often need to excavate a large-area foundation, and the whole foundation treatment mode can only adopt a single mode for treatment, and cannot carry out targeted treatment according to different conditions of each part of the foundation, so that the construction flexibility and reliability are required to be improved.
Disclosure of Invention
It is an object of the present invention to address at least the above problems and/or disadvantages and to provide at least the advantages described below.
The invention aims to provide a construction method for grouting and reinforcing a foundation by a sleeve valve pipe, which can be used for reinforcing the foundation under the conditions of complicated geology, poor conditions or water-rich stratum and the like, improves the stratum strength and self-stabilization capability, and has good flexibility and reliability in the construction process.
To achieve these objects and other advantages and in accordance with the purpose of the invention, a construction method of grouting a sleeve valve pipe for reinforcing a foundation, the sleeve valve pipe including an outer pipe and a double plug core pipe, the construction method comprising:
step one, drilling holes in a foundation to be reinforced;
step two, the outer tube is lowered towards the formed drilling hole, and a plurality of groups of grout injecting holes are arranged on the outer tube at intervals along the length direction, wherein each group of grout injecting holes are positioned on the same cross section of the outer tube;
step three, injecting a shell material into the drilled hole;
injecting a slurry-stopping solid pipe material into an annular gap between the outer pipe and the hole wall of the drill hole, and executing the following steps after the slurry-stopping solid pipe material is solidified;
step five, sequentially lowering the double-plug core tube to a plurality of tube sections in the outer tube, and respectively performing open-loop grouting at the plurality of tube sections; when open-loop grouting is carried out at each pipe section, the two end air bags of the double-plug core pipe are inflated to form grout stopping plugs to block two ends of the corresponding pipe section, initial grout is injected into the corresponding pipe section through the double-plug core pipe until grout stopping solid pipe materials outside the at least one group of grout injecting holes of the corresponding pipe section are flushed away, so that open-loop grouting is completed, and then reinforcing grout is injected into the corresponding pipe section through the double-plug core pipe, so that the reinforcing grout is injected into the foundation to be reinforced through at least one group of grout injecting holes of the corresponding pipe section.
Preferably, in the construction method for grouting sleeve valve pipe to strengthen foundation, in the first step, the drilling hole is formed in the foundation to be strengthened, including:
drilling a hole in the foundation to be reinforced by using an anchoring drilling machine, wherein the anchoring drilling machine is provided with a first drill rod and a second drill rod, the first drill rod and the second drill rod are hollow drill rods, and the diameter of the first drill rod is larger than that of the second drill rod; when drilling a hole, firstly drilling the soil body of the foundation to be reinforced by using the first drill rod, stopping drilling when the first drill rod drills 3-5m, then drilling the soil body in the first drill rod by using the second drill rod, repeatedly executing the above processes until the first drill rod and the second drill rod reach the designed depth, pulling out the second drill rod, and reserving the first drill rod as a steel protection wall of the drilled hole;
in the second step, the lowering the outer tube into the formed borehole includes: lowering the outer tube into the first drill pipe;
in the third step, the injecting the casing material into the borehole includes: injecting casing material into an annular space between the outer tube and the first drill rod; after the casing material is injected into the borehole, the first drill rod is pulled out, and after the first drill rod is pulled out, the casing material in the borehole is subjected to slurry filling.
Preferably, in the construction method for grouting sleeve valve pipe to strengthen foundation, the outer pipe is provided with a group of grouting holes at intervals of 33-35cm along the length direction, each group of grouting holes comprises 4 grouting holes, and the aperture of each grouting hole is 6mm or 8mm.
In the fifth step, when the open-loop grouting is performed at each pipe section, the initial slurry is injected into the corresponding pipe section through the double-plug core pipe until the slurry-stopping solid pipe material outside the at least one group of slurry-injecting holes of the corresponding pipe section is flushed away, so as to complete the open-loop, wherein the grouting pressure of the initial slurry is 0.32-0.38MPa; the reinforcing slurry is injected into the corresponding pipe section through the double-plug core pipe, so that the grouting pressure of the reinforcing slurry adopted in the process of injecting the reinforcing slurry into the foundation to be reinforced through at least one group of grouting holes of the corresponding pipe section is 0.4-0.8MPa; when the open-loop grouting is performed at the plurality of pipe sections, the grouting pressure of the reinforcing slurry used at the plurality of pipe sections gradually decreases from the bottom to the top.
In the construction method for grouting sleeve valve pipe to strengthen foundation, in the fifth step, the double-plug core pipe is lowered to a plurality of pipe sections inside the outer pipe in sequence, and when open-loop grouting is performed at the pipe sections, at least one group of grouting holes are spaced between two adjacent pipe sections.
In the fifth step, the double-plug core pipe is sequentially lowered to a plurality of pipe sections inside the outer pipe, and after the open-loop grouting is performed on the pipe sections, the second-wheel grouting is performed intermittently for 10-30 min; the second wheel grouting comprises: and sequentially lowering the double-plug core pipe to a plurality of pipe sections in the outer pipe, grouting the pipe sections respectively, and when grouting is performed at each pipe section, expanding the air bags at the two ends of the double-plug core pipe to form grouting plugs so as to block the two ends of the corresponding pipe section, and then injecting reinforcing slurry into the corresponding pipe section through the double-plug core pipe so as to enable the reinforcing slurry to be injected into the foundation to be reinforced through at least one group of grouting holes of the corresponding pipe section.
Preferably, in the construction method for grouting sleeve valve pipe to strengthen foundation, the fifth step further comprises: stopping grouting when a termination grouting criterion is met, the termination grouting criterion comprising: (1) grouting pressure is more than or equal to 1.0MPa, the grouting amount is less than 2.5L/min, and the stabilizing time reaches 25min; (2) the reinforced building on the foundation to be reinforced has a lifting tendency; (3) the occurrence of slurry channeling or slurry leakage is serious.
The invention at least comprises the following beneficial effects:
the embodiment of the invention provides a construction method for grouting sleeve valve pipes to strengthen a foundation, wherein the sleeve valve pipes comprise an outer pipe and double plug core pipes, and the construction method comprises the following steps: step one, drilling holes in a foundation to be reinforced; step two, the outer tube is lowered towards the formed drilling hole, and a plurality of groups of grout injecting holes are arranged on the outer tube at intervals along the length direction, wherein each group of grout injecting holes are positioned on the same cross section of the outer tube; step three, injecting a shell material into the drilled hole; injecting a slurry-stopping solid pipe material into an annular gap between the outer pipe and the hole wall of the drill hole, and executing the following steps after the slurry-stopping solid pipe material is solidified; step five, sequentially lowering the double-plug core tube to a plurality of tube sections in the outer tube, and respectively performing open-loop grouting at the plurality of tube sections; when open-loop grouting is carried out at each pipe section, the two end air bags of the double-plug core pipe are inflated to form grout stopping plugs to block two ends of the corresponding pipe section, initial grout is injected into the corresponding pipe section through the double-plug core pipe until grout stopping solid pipe materials outside the at least one group of grout injecting holes of the corresponding pipe section are flushed away, so that open-loop grouting is completed, and then reinforcing grout is injected into the corresponding pipe section through the double-plug core pipe, so that the reinforcing grout is injected into the foundation to be reinforced through at least one group of grout injecting holes of the corresponding pipe section. The invention can perform sectional grouting, and adjust grouting pressure and speed in each section of grouting operation according to the conditions of different foundations and the conditions of different parts of the same foundation, thereby improving the flexibility of the foundation reinforcement treatment, and simultaneously improving the reliability of the foundation reinforcement treatment because the adopted grouting conditions are more suitable for the actual conditions of the foundation. The method provided by the invention can be used for reinforcing the foundation under the conditions of complicated geology, poor conditions or water-rich stratum and the like, and the stratum strength and self-stabilization capability are improved.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a flow chart of a construction method for grouting sleeve valve pipes to strengthen a foundation according to an embodiment of the invention;
FIG. 2 is a schematic view of an outer tube of a lowering sleeve valve tube according to an embodiment of the present invention;
FIG. 3 is a schematic view of a jacket material for injection according to an embodiment of the present invention
FIG. 4 is a schematic view of a pipe fixing and slurry stopping device according to an embodiment of the present invention;
FIG. 5 is a schematic illustration of open loop grouting in one of the pipe sections according to an embodiment of the present invention;
fig. 6 is a schematic diagram of open loop grouting in another pipe section according to an embodiment of the present invention.
Detailed Description
The present invention is described in further detail below with reference to the drawings to enable those skilled in the art to practice the invention by referring to the description.
As shown in fig. 1 to 6, an embodiment of the present invention provides a construction method for grouting a sleeve valve pipe to strengthen a foundation, the sleeve valve pipe including an outer pipe and a double-plug core pipe, the construction method including:
step one, drilling and forming holes: drilling holes in the foundation to be reinforced;
step two, lowering the sleeve valve tube outer tube: lowering the outer tube 1 towards the formed drilling hole 2, wherein a plurality of groups of grout injection holes are arranged on the outer tube 1 at intervals along the length direction, and each group of grout injection holes is positioned on the same cross section of the outer tube 1;
step three, injecting a shell material: injecting a casing material 4 into the borehole 2;
step four, fixing the pipe and stopping slurry: injecting a slurry-stopping solid pipe material 5 into an annular gap between the outer pipe 1 and the hole wall of the drilling hole 2, and executing the following steps after the slurry-stopping solid pipe material 5 is solidified;
step five, open-loop grouting: sequentially lowering the double-plug core tube 6 to a plurality of tube sections in the outer tube 1, and respectively performing open-loop grouting at the plurality of tube sections; when the open-loop grouting is performed at each pipe section, the two end air bags of the double-plug core pipe 6 are inflated to form grout stopping plugs 7 and 8 to block the two ends of the corresponding pipe section, initial grout is injected into the corresponding pipe section through the double-plug core pipe 6 until grout stopping solid pipe materials outside the at least one group of grout holes of the corresponding pipe section are flushed out to complete the open-loop, and then grouting reinforcement grout is injected into the corresponding pipe section through the double-plug core pipe 6 to enable the reinforcement grout to be injected into the foundation to be reinforced through at least one group of grout holes of the corresponding pipe section.
The upper part and the lower part of the double-plug core tube 6 are respectively provided with an air bag, the air bag is provided with an air charging hole, and the air bag can be inflated through the air charging hole, so that the air bag is inflated to form the grout stopping plugs 7 and 8. One end of the double plug core tube 6 is provided with a grouting inlet 9, a grouting hole is arranged in the middle part 10 between the two air bags, initial slurry or reinforcing slurry is injected through the grouting inlet 9, the slurry can flow out of the grouting hole, is injected into the outer tube 1, and is then injected into soil body through the grouting hole on the outer tube.
In the step four of slurry stopping and pipe fixing, slurry stopping and pipe fixing materials 5 are injected between the outer pipe 1 and the wall of the drilled hole, after the slurry stopping and pipe fixing materials 5 are solidified, the outer pipe can be fixed, and slurry channeling of slurry for subsequent reinforcement is avoided. However, in order to realize grouting of the stratum, a solidification layer formed by the grouting stopping pipe material is broken, and the process is open-loop. In the open loop process, the initial slurry is injected into the corresponding pipe section through the double-plug core pipe 6, so that the initial slurry is sprayed out from the slurry injection hole, and the coagulated slurry-stopping solid pipe material positioned outside the slurry injection hole is broken through.
In step five, the grouting process for any one pipe section is controllable. The double-plug core tube 6 is placed down to any pipe section, the double-plug core tube 6 is provided with an upper slurry stop plug 7 and a lower slurry stop plug 8 to form a slurry stop system, and initial slurry or reinforcing slurry can be limited in the pipe section for grouting, so that the purpose of sectional grouting is achieved. According to the stratum characteristics of the foundation, different grouting materials can be adopted in one sleeve valve pipe outer pipe, and different grouting pressures are selected for grouting construction, so that the aim of carrying out targeted reinforcement treatment on the corresponding stratum is fulfilled, the overall reinforcement effect of the foundation is improved, and the foundation has good flexibility and reliability in construction.
In addition, in the method provided by the invention, drilling and grouting are separated, so that the utilization rate of drilling and grouting equipment can be improved, the pore-forming efficiency is improved, and the construction period is shortened.
In summary, the invention can perform sectional grouting, and adjust grouting pressure and speed in each section of grouting operation according to conditions of different foundations and conditions of different parts of the same foundation, thereby improving flexibility of foundation reinforcement treatment, and improving reliability of foundation reinforcement treatment because the grouting conditions are more suitable for practical conditions of the foundation. The method provided by the invention can be used for reinforcing the foundation under the conditions of complicated geology, poor conditions or water-rich stratum and the like, and the stratum strength and self-stabilization capability are improved. The method provided by the invention is suitable for sleeve valve pipe construction with the pore-forming depth of 20m-50m and the pore-forming diameter of 100mm-120 mm; the method is suitable for construction without surrounding structures, and also suitable for engineering construction with the distance from the surrounding existing structures not smaller than 5 m; the method is suitable for reinforcing the foundation under the conditions of complex geology, poor condition, water-rich stratum and narrow site such as powdery clay, sandy soil, cohesive clay, heavy powdery clay and high groundwater level.
In a preferred embodiment, in the construction method for grouting sleeve valve pipe to strengthen foundation, in the first step, the drilling hole is performed in the foundation to be strengthened, including: drilling a hole in the foundation to be reinforced by using an anchoring drilling machine, wherein the anchoring drilling machine is provided with a first drill rod 3 and a second drill rod, the first drill rod 3 and the second drill rod are hollow drill rods, and the diameter of the first drill rod 3 is larger than that of the second drill rod; when drilling a hole, firstly drilling the soil body of the foundation to be reinforced by using the first drill rod 3, stopping drilling when the first drill rod drills 3-5m, then drilling the soil body in the first drill rod 3 by using the second drill rod, repeatedly executing the above processes until the first drill rod 3 and the second drill rod reach the designed depth, pulling out the second drill rod, and reserving the first drill rod 3 as a steel protection wall of the drilled hole; in the second step, the lowering the outer tube into the formed borehole includes: lowering the outer tube 1 into the first drill rod 3; in the third step, the injecting the jacket material 4 into the borehole includes: injecting casing material 4 into the annular space between the outer tube 1 and the first drill rod 3; after the casing material 4 is injected into the borehole, the first drill pipe 3 is pulled out, and after the first drill pipe 3 is pulled out, the casing material in the borehole is subjected to slurry filling.
According to the invention, the anchoring drilling machine is adopted to form the hole, the first drill rod matched with the equipment is used as the steel wall of the drilled hole, and slurry wall protection is not needed, so that the problem of hole collapse can be avoided, and the construction safety is ensured.
In other embodiments, a premium slurry guard arm may also be used. However, the first drill rod is used as the steel guard arm, so that the links of slurry production and waste slurry treatment can be avoided, and the problem of hole collapse can be effectively avoided.
In a preferred embodiment, in the construction method for grouting sleeve valve pipe to strengthen foundation, the outer pipe 1 is provided with a set of grouting holes at intervals of 33-35cm along the length direction, each set of grouting holes comprises 4 grouting holes, and the aperture of each grouting hole is 6mm or 8mm.
The smaller the interval between two adjacent groups of grouting holes is, the denser the distribution of the grouting holes is, and the larger the grouting amount is in unit time; conversely, the smaller the grouting amount. The size of the grouting holes is also related to the grouting amount per unit time. The two parameters are reasonably set, so that grouting efficiency can be guaranteed on one hand, and the occurrence of slurry channeling caused by overlarge grouting amount in unit time can be avoided on the other hand.
The outer tube can be formed by splicing a plurality of tube sections, and the spliced part is sealed by using a rubber sleeve. The division of the pipe sections may be performed without the pipe sections being divided by the groups of grout holes each pipe section. For example, each tube segment may be made to contain a set of plasma jet holes.
In a preferred embodiment, in the construction method for grouting sleeve valve pipes to strengthen foundation, in the fifth step, when performing open-loop grouting at each pipe section, the initial slurry is injected into the corresponding pipe section through the double plug core pipe 6 until the slurry-stopping pipe material outside the at least one group of slurry injection holes of the corresponding pipe section is flushed away, so as to complete open-loop grouting, wherein the grouting pressure of the initial slurry is 0.32-0.38MPa; the reinforcing slurry is injected into the corresponding pipe section through the double-plug core pipe 6, so that the grouting pressure of the reinforcing slurry adopted in the process of injecting the reinforcing slurry into the foundation to be reinforced through at least one group of grouting holes of the corresponding pipe section is 0.4-0.8MPa; when the open-loop grouting is performed at the plurality of pipe sections, the grouting pressure of the reinforcing slurry used at the plurality of pipe sections gradually decreases from the bottom to the top.
In the open loop process, the grouting pressure of the initial slurry, namely the open loop pressure, is only required to wash away the coagulated slurry-stopping solid pipe material positioned outside the slurry injection hole, and 0.35MPa can be selected.
In the grouting process, the grouting pressure of the reinforcing slurry is 0.4-0.8MPa, namely, the grouting pressure is related to the area of grouting the slurry into the soil body and the grouting speed. By selecting proper grouting pressure, on one hand, grouting efficiency and grouting effect can be ensured, and on the other hand, the occurrence of grouting condition caused by overlarge grouting amount in unit time can be avoided.
The reason why the grouting pressure used in the plurality of pipe sections from the bottom to the top gradually decreases is that the reinforcing slurry injected through the lower pipe section is actually injected not only into the soil corresponding to the lower pipe section but also can be diffused upward into the soil corresponding to the upper pipe section. Therefore, grouting pressure of the upper pipe section is controlled to be reduced, grouting can be avoided, and grouting effect is ensured.
In a preferred embodiment, in the construction method for grouting sleeve valve pipe to strengthen foundation, in the fifth step, the double plug core pipe 6 is lowered to a plurality of pipe sections inside the outer pipe 1 in sequence, and when open-loop grouting is performed at the plurality of pipe sections, at least one group of grouting holes is spaced between two adjacent pipe sections. In other words, at least one group of grouting holes are jumped at a time to perform grouting so as to prevent the occurrence of grouting.
In a preferred embodiment, in the construction method for grouting sleeve valve pipe to strengthen foundation, in the fifth step, the double-plug core pipe 6 is lowered to a plurality of pipe sections inside the outer pipe 1 in sequence, and after the open-loop grouting is performed at the plurality of pipe sections, the second round grouting is performed intermittently for 10-30 min; the second wheel grouting comprises: and sequentially lowering the double-plug core pipe 6 to a plurality of pipe sections in the outer pipe 1, grouting the pipe sections respectively, and firstly expanding air bags at two ends of the double-plug core pipe to form grouting plugs 7 and 8 so as to block two ends of the corresponding pipe section when grouting is performed at each pipe section, and then injecting reinforcing slurry into the corresponding pipe section through the double-plug core pipe 6 so as to enable the reinforcing slurry to be injected into the foundation to be reinforced through at least one group of grouting holes of the corresponding pipe section.
After the first round of open-loop grouting, the second round of grouting is intermittently performed for a period of time, so that the slurry amount in the soil body is further improved, and the reinforcement effect on the foundation is enhanced. In the intermittent time, the reinforcing slurry injected in the first round permeates into the soil body far away. The intermittent time should not be too long, which would cause the slurry injected in the first round to coagulate, and the slurry injected in the second round to be unable to fuse with the slurry injected in the first round.
In the second-round grouting process, grouting pressure adopted in grouting each pipe section, at least one group of grouting holes spaced between two adjacent pipe sections and the like can be set to be the same as that of the first-round open-loop grouting. That is, the grouting pressure is 0.4-0.8MPa in the second round of grouting process, the grouting pressure of the reinforcing slurry adopted at the pipe sections is gradually reduced from bottom to top, and at least one group of grouting holes are arranged between two adjacent pipe sections. In addition, in the second grouting process, the grouting pressure can be adjusted according to the condition of reinforcing the foundation, for example, the grouting pressure is reduced, or the difference between the grouting pressures adopted by two adjacent pipe sections is increased. Based on the method, the method provided by the invention has higher flexibility, can be flexibly adjusted according to the construction condition, has high construction efficiency, and has good reinforcement efficiency on the foundation.
In a preferred embodiment, in the construction method for grouting sleeve valve pipe to strengthen foundation, the fifth step further includes: stopping grouting when a termination grouting criterion is met, the termination grouting criterion comprising: (1) grouting pressure is more than or equal to 1.0MPa, the grouting amount is less than 2.5L/min, and the stabilizing time reaches 25min; (2) the reinforced building on the foundation to be reinforced has a lifting tendency; (3) the occurrence of slurry channeling or slurry leakage is serious.
When this condition is reached, the completion of grouting is indicated for item (1), and grouting may be stopped.
Aiming at the (2), in the grouting process, the settlement of the ground and the building is closely monitored, if the reinforced building is found to have a lifting trend, the grouting is immediately stopped, and the lifting amount of the building before and after grouting is strictly controlled to be not more than 2mm.
The following provides a specific example to further illustrate the implementation of the method provided by the present invention.
As shown in fig. 1 to 6, the construction method for grouting sleeve valve pipe to strengthen foundation specifically includes:
1. hole site for measuring and releasing
And calculating the coordinate position of the pilot hole according to the distributed control point coordinates, discharging the hole position by using a total station, measuring the ground elevation by using a leveling instrument, and determining the depth of the pilot hole.
2. Drilling into holes
(1) Device selection
The engineering sleeve valve pipe pore-forming equipment selects a multifunctional anchoring drilling machine (TC-210B), and the drilling machine is light in weight, favorable for migration and high in drilling efficiency.
(2) Drilling machine installation
The base is horizontal, and the machine body is stable and reliable. The height of the drilling machine is adjusted, the vertical shaft is aligned with the hole site, the drilling tool is placed in the orifice pipe, the vertical shaft and the drill rod are on the same straight line, and the direction and the inclination angle of the vertical shaft are detected by using a compass, a level bar and an auxiliary line.
(3) Pore-forming
The anchoring drilling machine is provided with a large diameter drill bit and a small diameter drill bit and a hollow drill rod (the drill rod with the larger diameter is a drill rod No. 1, and the drill rod with the smaller diameter is a drill rod No. 2), and a rotary drilling method is adopted to form holes; firstly, a No. 1 drill rod (a first drill rod 3) is rotated into a soil body, the soil body in the drill rod is separated from the soil body around the drill rod, meanwhile, the No. 1 drill rod plays a role of a steel retaining wall, the hole forming stability is guaranteed, drilling is stopped when the drill rod is drilled for 3-5m (about one length of the drill rod), and drilling of a No. 2 drill rod (a second drill rod) is started. The No. 2 drill rod drills into the soil body in the No. 1 drill rod, the soil body is cut up by utilizing the top drill bit, meanwhile, high-pressure clean water is injected, and the cut soil body is washed out of the drill hole by utilizing repeated rotation lifting and high-pressure water of the drill rod. Repeating drilling until the design elevation.
3. Outer tube of lower sleeve valve tube
After drilling to the design depth and adopting a clear water washing hole, the sleeve valve pipe outer pipe 1 is lowered by adopting a manual matching chain block, clear water is timely added into the pipe when the pipe is lowered, the buoyancy in the hole is overcome, and smooth lowering to the bottom of the hole is ensured. The sleeve valve tube outer tube 1 adopts a PVC tube, a group of 4 phi 6mm or 4 phi 8mm grouting holes are drilled at intervals of 33cm-35cm, and the outer sides of the grouting holes are wrapped with rubber sleeves before being put down so as to prevent the grouting holes from being blocked. The sleeve valve pipe outer pipes 1 are connected in a socket joint mode, the upper outer pipe is inserted into the lower outer pipe, then the screw is used for tightening and reinforcing, the joint is tightly wrapped by an adhesive tape, the sleeve valve pipe exceeds 200-300mm of the current ground, and a special protection cap is arranged at the top.
4. Injection casing material
After the sleeve valve pipe outer pipe 1 is issued, starting to inject the sleeve shell material 4 (sealing slurry); the casing material 4 adopts cement: clay: water=1:1.5:1.88 (weight ratio), and clay contains no impurities such as sand. The shell material is injected from bottom to top until the orifice overflows the raw slurry meeting the concentration requirement.
5. Pulling steel protective wall
After the casing material 4 is injected, the steel retaining wall (the first drill rod 3) is pulled out, the casing material can be lowered after the steel retaining wall is pulled out, and the slurry is required to be supplemented at the moment until the slurry meeting the requirements is discharged again from the equal hole.
6. Fixed pipe slurry-stopping device
And (3) a grouting pipe is arranged in an annular gap between the sleeve valve pipe outer pipe 1 and the hole wall, and a slurry-stopping fixed pipe material 5 is pressed in a hole section of 2 meters above the hole until the hole returns to stop thick slurry. The slurry-stopping and pipe-fixing material 5 adopts quick-setting cement slurry, water, cement=1: 1.5. grouting is carried out after the grouting material at the orifice section is solidified, and the time for solidification is controlled within 2-5 days.
7. Lowering double-plug core pipe and open-loop grouting
(1) And (3) lowering a double-plug core tube 6: after the double-plug core tube 6 is lowered to a specified position, the grouting is carried out by first inflating.
The upper and lower end air bags are inflated through the air holes to form grouting plugs 7 and 8, the inflation pressure is controlled to be 2/3 higher than the grouting pressure, and grouting can be performed in a next step after the grouting pressure is reached. Grouting is performed through a grouting inlet 9 at the upper end of the double plug core tube 6, and the initial slurry or the reinforcing slurry can flow out through a grouting hole provided at the intermediate portion 10 between the two air bags.
(2) Opening the loop: in the early stage of grouting, the slurry (or clean water) is used for pressurizing and opening the ring. In the pressurizing process, once the pressure suddenly drops, the slurry inlet quantity is increased rapidly, the open loop is shown, and the formal grouting is started according to the designed proportion after the open loop. The open loop pressure is about 0.35mpa, and the specific value is adjusted according to field experiments. The slurry also uses 32.5 Portland cement, but at a lower concentration than the final grouting.
8. Sectional intermittent grouting
(1) Grouting: the grouting liquid adopts 32.5 ordinary Portland cement. The normal grouting pressure is 0.4-0.8Mpa, and gradually decreases from bottom to top.
(2) Grouting sequence: one hole must be tripped out each time to perform grouting so as to prevent the occurrence of the slurry channeling phenomenon.
(3) Intermittent grouting: after the full-hole section grouting is completed, carrying out secondary grouting intermittently for a period of time, wherein the intermittent time is controlled within 10-30 min.
(4) Stop grouting criteria: (1) when the grouting pressure is more than or equal to 1.O Mpa, the grouting amount is less than 2.5L/min, and the stabilizing time is 25min; (2) when the reinforced building is found to have a tendency of lifting upwards, the grouting is stopped immediately; (3) when slurry channeling or serious slurry leakage occurs, the grouting is stopped immediately.
(5) After grouting, firstly stopping grouting and stopping inflation.
9. Flushing sleeve valve tube, backup grouting measure
After grouting of each hole, a phi 20 water pipe is inserted into the sleeve valve pipe, clean water is pumped into the sleeve valve pipe to clean residual cement paste in the sleeve valve pipe for re-grouting; the pipe orifice is sealed by a protective cap so as to carry out repeated grouting when the ground subsides in the subsequent excavation process.
10. Construction notice and quality control
(1) Stratum pre-grouting reinforcement by sleeve valve pipe before underground diaphragm wall construction
(2) The drilling arrangement is carefully avoiding the pipeline and must not disrupt the existing foundation.
(3) Common problems and countermeasures for grouting construction
1) Slurry flowing between holes
When the grouting problem occurs, firstly, grouting parameters are adjusted to properly reduce grouting pressure and speed, or intermittent grouting and hole-jumping grouting operation are adopted, and the hole-jumping distance is increased to prevent the occurrence of grouting.
2) The grouting pressure does not rise for a long time
The grouting pressure does not rise for a long time (more than 20 min), and measures should be immediately taken to prevent the continuous loss of the slurry from causing waste. The analysis reasons mainly include too thin concentration of the slurry, too long gel time of the slurry, unreasonable control of the grouting mode, and the like. If the grouting pressure does not rise for a long time, the gel time can be reduced to less than 20 minutes by adjusting the proportion of slurry materials and adding chemical agents such as water glass, and the grouting amount can be controlled by a single hole.
3) Construction area surface elevation
The building is arranged above the grouting construction position, so that monitoring and observation of the building are enhanced in the grouting process, the occurrence of the bulge deformation of the earth surface of a construction area caused by the overlarge grouting pressure and the overlarge grouting pressure is prevented, the construction is stopped immediately once the bulge phenomenon occurs, the reasons are analyzed, whether the earth surface bulge affects the safety of the building is evaluated, and then how to adjust grouting parameters is determined.
In summary, the invention can perform sectional grouting, and adjust grouting pressure and speed in each section of grouting operation according to conditions of different foundations and conditions of different parts of the same foundation, thereby improving flexibility of foundation reinforcement treatment, and improving reliability of foundation reinforcement treatment because the grouting conditions are more suitable for practical conditions of the foundation. The method provided by the invention can be used for reinforcing the foundation under the conditions of complicated geology, poor conditions or water-rich stratum and the like, and the stratum strength and self-stabilization capability are improved. The method provided by the invention is suitable for sleeve valve pipe construction with the pore-forming depth of 20m-50m and the pore-forming diameter of 100mm-120 mm; the method is suitable for construction without surrounding structures, and also suitable for engineering construction with the distance from the surrounding existing structures not smaller than 5 m; the method is suitable for reinforcing the foundation under the conditions of complex geology, poor condition, water-rich stratum and narrow site such as powdery clay, sandy soil, cohesive clay, heavy powdery clay and high groundwater level.
Although embodiments of the invention have been disclosed above, they are not limited to the use listed in the specification and embodiments. It can be applied to various fields suitable for the present invention. Additional modifications will readily occur to those skilled in the art. Therefore, the invention is not to be limited to the specific details and illustrations shown and described herein, without departing from the general concepts defined in the claims and their equivalents.
Claims (7)
1. The construction method for grouting sleeve valve pipe to strengthen foundation is characterized in that the sleeve valve pipe comprises an outer pipe and a double-plug core pipe, and comprises the following steps:
step one, drilling holes in a foundation to be reinforced;
step two, the outer tube is lowered towards the formed drilling hole, and a plurality of groups of grout injecting holes are arranged on the outer tube at intervals along the length direction, wherein each group of grout injecting holes are positioned on the same cross section of the outer tube;
step three, injecting a shell material into the drilled hole;
injecting a slurry-stopping solid pipe material into an annular gap between the outer pipe and the hole wall of the drill hole, and executing the following steps after the slurry-stopping solid pipe material is solidified;
step five, sequentially lowering the double-plug core tube to a plurality of tube sections in the outer tube, and respectively performing open-loop grouting at the plurality of tube sections; when open-loop grouting is carried out at each pipe section, the two end air bags of the double-plug core pipe are inflated to form grout stopping plugs so as to block two ends of the corresponding pipe section, initial grout is injected into the corresponding pipe section through the double-plug core pipe until grout stopping pipe materials outside the at least one group of grout injecting holes of the corresponding pipe section are flushed away, so that open-loop grouting is completed, and then grouting reinforcement grout is injected into the corresponding pipe section through the double-plug core pipe so that the reinforcement grout is injected into the foundation to be reinforced through the at least one group of grout injecting holes of the corresponding pipe section.
2. A method of constructing a sleeve grouting reinforcement foundation according to claim 1, wherein in the first step, the drilling of the hole into the foundation to be reinforced comprises:
drilling a hole in the foundation to be reinforced by using an anchoring drilling machine, wherein the anchoring drilling machine is provided with a first drill rod and a second drill rod, the first drill rod and the second drill rod are hollow drill rods, and the diameter of the first drill rod is larger than that of the second drill rod; when drilling a hole, firstly drilling the soil body of the foundation to be reinforced by using the first drill rod, stopping drilling when the first drill rod drills 3-5m, then drilling the soil body in the first drill rod by using the second drill rod, repeatedly executing the above processes until the first drill rod and the second drill rod reach the designed depth, pulling out the second drill rod, and reserving the first drill rod as a steel protection wall of the drilled hole;
in the second step, the lowering the outer tube into the formed borehole includes: lowering the outer tube into the first drill pipe;
in the third step, the injecting the casing material into the borehole includes: injecting casing material into an annular space between the outer tube and the first drill rod; after the casing material is injected into the borehole, the first drill rod is pulled out, and after the first drill rod is pulled out, the casing material in the borehole is subjected to slurry filling.
3. A construction method for reinforcing a foundation by grouting a sleeve valve pipe according to claim 1, wherein the outer pipe is provided with a group of grout holes at intervals of 33-35cm along the length direction, each group of grout holes comprises 4 grout holes, and the aperture of each grout hole is 6mm or 8mm.
4. The construction method for reinforcing a foundation by grouting sleeve valve pipes according to claim 1, wherein in the fifth step, when the open-loop grouting is performed at each pipe section, the initial slurry is injected into the corresponding pipe section through the double plug core pipe until the slurry-stopping fixed pipe material outside the at least one group of slurry injection holes of the corresponding pipe section is flushed away, so as to complete the open-loop, wherein the grouting pressure of the initial slurry is 0.32-0.38MPa; the reinforcing slurry is injected into the corresponding pipe section through the double-plug core pipe, so that the grouting pressure of the reinforcing slurry adopted in the process of injecting the reinforcing slurry into the foundation to be reinforced through at least one group of grouting holes of the corresponding pipe section is 0.4-0.8MPa; when the open-loop grouting is performed at the plurality of pipe sections, the grouting pressure of the reinforcing slurry used at the plurality of pipe sections gradually decreases from the bottom to the top.
5. The construction method for grouting sleeve valve pipe to strengthen foundation according to claim 1, wherein in the fifth step, the double plug core pipe is lowered to a plurality of pipe sections inside the outer pipe in sequence, and at least one group of grouting holes is formed between two adjacent pipe sections when the open-loop grouting is performed at the plurality of pipe sections.
6. The construction method for reinforcing a foundation by sleeve valve pipe grouting according to claim 1, wherein in the fifth step, the double-plug core pipe is sequentially lowered to a plurality of pipe sections in the outer pipe, and after the open-loop grouting is performed at the plurality of pipe sections, the second wheel grouting is performed intermittently for 10-30 min; the second wheel grouting comprises: and sequentially lowering the double-plug core pipe to a plurality of pipe sections in the outer pipe, grouting the pipe sections respectively, and when grouting is performed at each pipe section, expanding the air bags at the two ends of the double-plug core pipe to form grouting plugs so as to block the two ends of the corresponding pipe section, and then injecting reinforcing slurry into the corresponding pipe section through the double-plug core pipe so as to enable the reinforcing slurry to be injected into the foundation to be reinforced through at least one group of grouting holes of the corresponding pipe section.
7. A construction method for reinforcing a foundation by sleeve grouting according to any one of claims 1 to 6, wherein the fifth step further comprises: stopping grouting when a termination grouting criterion is met, the termination grouting criterion comprising: (1) grouting pressure is more than or equal to 1.0MPa, the grouting amount is less than 2.5L/min, and the stabilizing time reaches 25min; (2) the reinforced building on the foundation to be reinforced has a lifting tendency; (3) the occurrence of slurry channeling or slurry leakage is serious.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116892210A (en) * | 2023-09-08 | 2023-10-17 | 沈阳北方建设股份有限公司 | Sleeve valve pipe grouting device and grouting method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116892210A (en) * | 2023-09-08 | 2023-10-17 | 沈阳北方建设股份有限公司 | Sleeve valve pipe grouting device and grouting method |
| CN116892210B (en) * | 2023-09-08 | 2023-12-01 | 沈阳北方建设股份有限公司 | Sleeve valve pipe grouting device and grouting method |
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