CN110747847A - Double-pipe high-pressure jet grouting construction method for building impervious wall in soft foundation - Google Patents
Double-pipe high-pressure jet grouting construction method for building impervious wall in soft foundation Download PDFInfo
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- CN110747847A CN110747847A CN201911017803.7A CN201911017803A CN110747847A CN 110747847 A CN110747847 A CN 110747847A CN 201911017803 A CN201911017803 A CN 201911017803A CN 110747847 A CN110747847 A CN 110747847A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
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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
Abstract
The invention relates to a double-pipe high-pressure jet grouting construction method for building an impervious wall in a soft foundation, which relates to the technical field of manufacturing of the impervious wall and comprises the following steps: removing dregs on the surface of the foundation; accurately discharging the construction axis of the impervious wall, and excavating a guide groove along the construction axis; measuring and releasing the position of each pile position, and arranging control piles on two sides of the guide groove by using a total station; after the high-spraying trolley reaches the position close to the designated pile position, the high-spraying trolley is slowly moved to a construction position; starting a high-pressure jet trolley to drill while rotating, jetting cement slurry by a nozzle while inserting a pipe, and stopping drilling after a grouting pipe reaches a designed depth; after the rotary spraying pipe drills downwards to a preset depth, high-pressure air and cement slurry are immediately conveyed, and rotary spraying operation is started from bottom to top; the impervious wall is constructed in two steps, wherein the piles in the first-step holes are constructed firstly, and then the piles in the second-step holes are constructed. The invention has the advantages of difficult hole collapse and high construction efficiency, and the constructed impervious wall has good compactness and integrity.
Description
Technical Field
The invention relates to the technical field of manufacturing of an impervious wall, in particular to a dual-pipe high-pressure jet grouting construction method for building the impervious wall in a soft foundation.
Background
The high-pressure jet grouting method was initiated in japan in 1968. Developed by the japan chemical grouting association. Through continuous technological innovation, the method is further divided into a single pipe process (CCP) construction method, a double pipe rotary jetting construction method (JSP) and a triple pipe process (CJP). The high-pressure rotary jet grouting technology is introduced into China from the 70 s in the 20 th century, and then systems such as railways, coal, hydropower and the like are introduced in succession and the technology is researched. The high-sprinkling irrigation slurry is applied to foundation reinforcement in the water conservancy and hydropower industry, and is widely applied to seepage-proofing engineering of hydraulic buildings. Compared with the common foundation reinforcement, the high-sprinkling irrigation slurry impervious wall has different characteristics and requirements.
When the existing high-pressure injection grouting method is used for construction on a soft foundation (the soft foundation mainly refers to various soil layers such as sandy pebbles, sandy soil, cohesive soil, loess, silt and the like), firstly, a drilling machine is needed to drill holes for subsequent grouting, but the drilling machine is easy to collapse due to loose soil, so that the problems of difficult hole forming and low hole forming efficiency are caused, and after grouting is finished, cement paste in the holes can also drop back to a certain degree.
Disclosure of Invention
The invention aims to provide a dual-pipe high-pressure jet grouting construction method for building an impervious wall in a soft foundation, which has the advantages of difficult hole collapse and high construction efficiency, and the constructed impervious wall has good compactness and integrity.
The above object of the present invention is achieved by the following technical solutions: a dual-pipe high-pressure jet grouting construction method for building an impervious wall in a soft foundation comprises the following steps:
step one, flattening and compacting a field: removing dregs on the surface of the foundation to ensure the flatness of an operation field;
step two, excavating a guide groove: accurately discharging the construction axis of the impervious wall by using a total station, and excavating a guide groove along the construction axis;
step three, measurement and positioning: according to the boundary of the guide groove, combining a hole site layout drawing of the impervious wall, measuring the position of each pile site by using a steel tape, setting control piles on two sides of the guide groove by using a total station, wherein the control piles are used for checking the pile sites in the construction process;
step four, positioning the high-spraying trolley: after the high-spraying trolley reaches the position close to the designated pile position, the self-propelled crawler device at the bottom of the high-spraying trolley is utilized to slowly move to a construction position, the advancing direction of the self-propelled crawler device is consistent with the length direction of the guide groove and the direction of the impervious wall, and the horizontal and vertical positions of the high-spraying trolley are corrected;
step five, drilling and inserting a pipe: after the high-spraying trolley is in place, the high-spraying trolley is started to drill while rotating, in the process of inserting the grouting pipe, in order to prevent mud from blocking a nozzle of the grouting pipe, the nozzle jets cement slurry while inserting the pipe, the pressure of the cement slurry is not more than 3 MPa, and the drilling is stopped after the grouting pipe reaches the designed depth;
step six, rotary spraying and lifting: the method comprises the following steps that high-pressure air and cement slurry are immediately conveyed after a rotary spraying pipe is drilled to a preset depth, rotary spraying operation from bottom to top is started, the cement slurry pressure reaches a preset spraying pressure before rotary spraying, the spraying rotates for 25-25 seconds, the cement slurry is fully stirred with soil at the bottom of a pile hole, then the grouting pipe is lifted at a constant speed while spraying, the lifting speed is 5-20 cm/min, and the spraying is stopped until the top of a pile;
step seven, sequential construction: the impervious wall is constructed in two steps, firstly, piles in the first-step holes are constructed, then piles in the second-step holes are constructed, the interval time of the two-step construction is controlled to be more than 24 hours, and the first-step holes and the second-step holes are arranged in an adjacent and staggered mode.
By adopting the technical scheme, the first step can ensure that the surface of the foundation is free from excessive garbage and sundries, the construction is effectively ensured to be carried out smoothly, the operation field is relatively flat, the subsequent measurement and positioning can be facilitated, and the accurate construction is facilitated; the guide groove excavated in the step two improves the accuracy of continuous wall-forming lap joint of the construction pile body, and because the guide groove has a certain depth, the workload of subsequent drilling and grouting can be reduced, slurry in the guide groove can be recharged into a hole site after a drilling machine is pulled out, so that the compactness and integrity of the impervious wall can be ensured, and thus, pits are not easy to appear on the top surface of the impervious wall, the quality of the impervious wall is improved, meanwhile, the returned slurry and soil particle mixture are effectively utilized to form the wall, and repeated tests and verification are carried out, so that the construction mode of increasing the guide groove not only improves the working efficiency and economic benefits, saves resources, avoids the influence of slurry overflow on the environment, and has good practical value; step three, the position of each pile can be accurately determined by using the control pile in combination with the design of the guide groove, so that the size and the position of the constructed impervious wall are more accurate; in the fourth step, the guide groove also has a certain guide effect on the moving track of the high-pressure spraying trolley, so that the high-pressure spraying trolley is higher in positioning efficiency, and the problem of overlarge position deviation caused by repeated position moving is solved; in the fifth step, aiming at the condition of easy hole collapse in the hole forming process of the drilling machine, a high-speed spraying trolley is adopted for direct hole forming, simultaneously, cement slurry and high-pressure air form high-speed and high-pressure jet flow, the jet flow can quickly surround soil particles, and the cement slurry can fill various stone cracks and gaps in a soft foundation, so that the problem of easy hole collapse in the hole forming process of the drilling machine in the soft foundation is solved, meanwhile, the hole forming process flow is reduced, the construction difficulty is simplified, the construction progress is accelerated, and the economic benefit is obvious; in the sixth step, the quality of the formed pile is favorably improved by controlling the pressure of cement slurry in advance and spraying the cement slurry for 25-25 seconds in a test mode, and the improvement speed is 5-20 cm/min, so that the problem that the construction progress is influenced by too low speed and the quality of the formed pile is poor caused by too high speed is solved; through the seventh step, the impervious wall is composed of a plurality of piles, and the impervious wall is constructed in two steps, so that not only can each pile be completely cured within the shortest time be ensured, but also the construction of adjacent piles is not easy to influence each other, and the construction efficiency and the construction quality are ensured.
The invention is further provided that the width of the guide groove is larger than the thickness of the impervious wall, and the depth of the guide groove is between 0.5 and 0.7 meter.
By adopting the technical scheme, only under the condition that the width of the guide groove is greater than the thickness of the impervious wall, the drilling and pile forming are facilitated, the influence on the drilling efficiency due to the over-narrow guide groove is avoided, and when the depth of the guide groove is 0.5-0.7 m, the guide groove cannot be too deep, the efficiency of excavating the guide groove is higher, the difficulty of excavating the guide groove is lower, meanwhile, the guide groove cannot be too shallow, the guide groove has a good guiding effect, the workload of subsequent drilling and grouting can be reduced as much as possible, and the convenience is brought to subsequent construction.
The invention is further set that in the fourth step, the concrete mode for correcting the position of the high-pressure spraying trolley is as follows: the method comprises the steps of aligning a nozzle head of a grouting pipe of the high-pressure spray trolley with the center of a hole site, ensuring that the centering error of a pile position is less than 50 mm, performing horizontal correction by using a horizontal ruler and a positioning measuring hammer, performing alignment correction checking, checking by using the positioning measuring hammer from the front side and the side of the high-pressure spray trolley, enabling a base of the high-pressure spray trolley to be horizontal, enabling the grouting pipe to be vertical to the base of the trolley, enabling the inclination rate of the grouting pipe to be less than 0.5%, and controlling adjacent holes not to be inclined reversely.
By adopting the technical scheme, the relative level of the high-pressure jet trolley on the horizontal position can be ensured as much as possible, so that the verticality of the grouting pipe can be conveniently controlled, the size and the quality of a formed pile can be accurately controlled in the subsequent grouting pile forming process, and the quality of the impervious wall is indirectly improved.
The invention is further set that in the sixth step, when the interruption time of the injection grouting process exceeds 30 minutes, the grouting pipe is lifted out of the hole, and when the injection grouting is resumed, the lower part of the grouting pipe is arranged to be 0.5-0.7 meter below the position before interruption for lapping and re-injection.
Through adopting above-mentioned technical scheme, in case the injection slip casting process is interrupted, the stake that twice slip casting formed can be different certainly, through the mode of overlap joint after spouting, can make the firm butt joint of the stake that twice slip casting formed well, and then promoted the quality of whole stake, and 0.5-0.7 meter overlap joint after spouting length, when guaranteeing structural strength, also can not waste long time and more material because of length overlength, construction cycle can effectively be ensured, construction cost can obtain effective control.
The invention is further set that in the sixth step, the treatment measures when slurry leakage occurs are as follows: when the hole opening does not return the pulp, the lifting should be stopped immediately, and when a small amount of pulp returns to the hole opening, the lifting speed should be reduced; reducing the injection pressure and flow rate, and performing in-situ grouting; adding an accelerator into the cement slurry; increasing the slurry density or pouring cement mortar and cement clay slurry.
By adopting the technical scheme, when slurry leakage occurs, if slurry is not returned from the orifice, the slurry leakage situation is serious, so that the grouting pipe needs to be immediately stopped to be lifted, otherwise, the prepared pile has serious quality problems; if a small amount of slurry return exists in the hole opening, the slurry leakage condition is not particularly serious, and the speed of lifting the grouting pipe can be properly reduced, so that more cement slurry enters the hole, and the quality problem caused by slurry leakage is solved; by reducing the injection pressure and flow and carrying out in-situ grouting, the cement grout can slowly permeate into the leak seams, so that the quality problem caused by the leak grout can be avoided as much as possible; the accelerator can quickly solidify cement grout, so that after the grout leaks for a period of time, the solidified cement grout can block up the leaking seam, and the grout leaking phenomenon is effectively slowed down; the method is flexibly processed in a plurality of modes to ensure the quality problem caused by the slurry leakage phenomenon as much as possible, and is favorable for optimizing the quality of the constructed impervious wall.
The invention further provides that in step five, when the drilling is suspended or the final hole is ready to be sprayed, the protective plug is inserted into the hole opening to prevent the hole collapse phenomenon.
By adopting the technical scheme, once the drilling process is suspended or the drilled hole does not start guniting, the hole opening is easy to collapse, so that the protective plug is inserted into the hole opening and can support the hole opening, and the hole collapsing phenomenon is effectively prevented.
The invention further provides that the protective plug comprises: separate baffle, the round platform of falling and handle, the top of the round platform of falling is fixed in separate the lower surface central point of baffle and put, separate the baffle and separate the tank bottom that keeps off in the guide way, and separate the both ends of baffle butt respectively in the both sides face of guide way, the upper surface that separates the baffle is provided with one or more the handle, the top diameter of the round platform of falling is unanimous with the drill way diameter.
Through adopting above-mentioned technical scheme, above-mentioned structural design's protection stopper sound construction, preparation are convenient, and separate the baffle just can the adaptation guide way to when the round platform stops up the drill way, whole protection stopper is restricted and be difficult for rocking, consequently can further prevent the hole phenomenon of collapsing, the handle of increase makes things convenient for the staff to apply the effort on separating the baffle, and the installation, dismantlement are more convenient.
The invention is further set that when the slurry is mixed in the sixth step, the grouting is stopped immediately and the grouting hole is blocked, the construction of the next pile body is firstly carried out, the construction of the pile body is carried out after the interval of 24h, the grouting hole is required to be carried out again in the fifth step during the construction, and then the high-pressure grouting is carried out.
By adopting the technical scheme, once the slurry stringing phenomenon occurs, the slurry in the pile hole is completely cured, at the moment, the next pile body construction can be carried out firstly, certain waiting time is saved, the slurry in the original pile hole is completely cured after 24 hours, the construction is carried out again, the original pile hole is required to be subjected to drilling and pipe inserting treatment again, and therefore the structural integrity and the quality of the newly formed pile can be ensured.
The invention is further configured to further include: step eight, flushing the machines: after the injection construction is finished, the grouting pipe is washed clean by adopting clear water, so that the grouting pipe is prevented from being solidified and blocked, and no cement slurry can remain in the grouting pipe.
Through adopting above-mentioned technical scheme, if not in time clear up, the cement thick liquid will solidify in slip casting pipe or other machines then can to influence the construction next time, so adopt the clear water in time to carry out cleaning work, be favorable to prolonging the construction life of machines such as slip casting pipe, make things convenient for the construction next time to go on.
The invention is further set that the cement slurry adopts P.O42.5 cement, the water cement ratio of the cement slurry is 1: 1, adopting a weight-weighing method for configuration, wherein the weighing error is not more than 5 percent, and frequently checking the specific gravity of the slurry by using a hydrometer, wherein the error is not more than 0.1; when the grout is stirred, firstly adding water and then adding cement, wherein the stirring time of the grout is more than 2 minutes each time, and when the grout is poured into a grout barrel from a stirring barrel, removing hard cement blocks through a filter screen; controlling the temperature of the slurry to be between 5 and 40 ℃, and treating the waste slurry when the temperature of the slurry exceeds 45 ℃ so as not to be used; the storage time of the slurry is not more than 3 hours when the temperature is more than 10 ℃, and the storage time of the slurry is not more than 5 hours when the temperature is less than 10 ℃, so that the slurry is treated as waste slurry and cannot be used after the aging is exceeded.
By adopting the technical scheme, the cement slurry prepared under the conditions is more suitable for forming the diaphragm wall with higher quality in the soft foundation, and the structural strength, compactness and waterproof performance of the diaphragm wall can be ensured.
In conclusion, the beneficial technical effects of the invention are as follows:
firstly, the excavated guide groove improves the accuracy of continuous wall-forming lap joint of a construction pile body, and the guide groove has a certain depth, so that the workload of subsequent drilling and grouting can be reduced, slurry in the guide groove can be poured back into a hole site after a drilling machine pulls out a pipe, and the compactness and integrity of the impervious wall can be better ensured, so that pits are not easy to appear on the top surface of the impervious wall, the quality of the impervious wall is improved, meanwhile, the returned slurry and soil particle mixture are effectively utilized to form the wall, and repeated tests and verification are carried out, so that the construction mode of increasing the guide groove not only improves the working efficiency and economic benefits, saves resources, but also avoids the influence of slurry overflow on the environment, and has good practical value;
and secondly, aiming at the condition that the hole is easy to collapse in the hole forming process of the drilling machine, a high-speed spraying trolley is adopted for direct hole forming, cement slurry and high-pressure air form high-speed and high-pressure jet flow, the jet flow can quickly form surrounding soil particles, and the cement slurry can fill various stone cracks and gaps in a soft foundation, so that the problem that the hole is easy to collapse in the hole forming process of the drilling machine in the soft foundation is solved, the hole forming process flow is reduced, the construction difficulty is simplified, the construction progress is accelerated, and the economic benefit is remarkable.
Drawings
FIG. 1 is a schematic flow diagram of an embodiment of the present invention;
FIG. 2 is a schematic illustration of the construction of an embodiment of the present invention;
FIG. 3 is a schematic diagram of pile positions during sequential construction steps in an embodiment of the invention;
fig. 4 is a schematic structural diagram of a protection plug in an embodiment of the present invention.
Reference numerals: 1. high-pressure spraying trolley; 11. a grouting pipe; 2. a guide groove; 3. an air compressor; 4. a high pressure pump; 5. a pulp barrel; 6. a blender; 7. a cement bin; 8. a reservoir; 9. a protective plug; 91. a baffle plate; 92. a truncated cone; 93. a handle.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Referring to fig. 1 and 2, the invention discloses a dual-pipe high-pressure jet grouting construction method for building an impervious wall in a soft foundation, which comprises the following steps: the method comprises the following steps of leveling and compacting the site S1, excavating a guide groove S2, measuring and positioning S3, positioning a high-spraying trolley S4, drilling and inserting a pipe S5, performing jet grouting and lifting S6, performing sequential construction S7 and washing a tool S8.
Referring to fig. 1 and 2, the field is leveled and compacted S1: and the slag soil on the surface of the foundation is removed, and the flatness of the operation field is ensured. Can ensure that the ground surface does not have too much rubbish, debris, effectively ensure that the construction goes on smoothly, the operation place is comparatively level and smooth moreover, can make things convenient for follow-up measurement location, is favorable to accurate construction.
Referring to fig. 1 and 2, the excavation guide groove S2: and (4) accurately discharging the construction axis of the impervious wall by using a total station, and excavating a guide groove 2 along the construction axis. The guide groove 2 improves the accuracy of the continuous wall-forming lap joint of the construction pile body, and the guide groove 2 has a certain depth, so that the workload of subsequent drilling and grouting can be reduced, the slurry in the guide groove 2 can be recharged to the hole site after the pipe of the drilling machine is pulled out, and the compactness and integrity of the impervious wall can be guaranteed better, so that pits are not easy to appear on the top surface of the impervious wall, the quality of the impervious wall is improved, meanwhile, the returned slurry and soil particle mixture are effectively utilized to form the wall, and repeated tests and verification are carried out, so that the construction mode for increasing the guide groove 2 not only improves the working efficiency and economic benefits, saves resources, avoids the influence of the overflowing of the slurry on the environment, and has good practical value.
The width of the guide groove 2 is larger than the thickness of the impervious wall, the depth of the guide groove 2 is 0.6 m, and the depth of the guide groove 2 can be 0.5 m, 0.55 m, 0.65 m or 0.7 m in other embodiments. Only under the condition that the width of guide way 2 is greater than the thickness of cut-off wall, just be favorable to drilling and pile-forming, be unlikely to because of guide way 2 is too narrow to influence drilling efficiency, and when the degree of depth of guide way 2 was between 0.5-0.7 meter, guide way 2 can not be too dark, the efficiency of excavation guide way 2 is higher, the degree of difficulty of excavation guide way 2 is lower, guide way 2 can not be too shallow simultaneously, good guide effect has, also can reduce follow-up drilling and slip casting work load as far as possible, bring the convenience for follow-up construction.
Referring to fig. 1 and 2, measurement location S3: according to the boundary of the guide groove 2, combining a hole site layout drawing of the impervious wall, measuring the position of each pile position by using a steel tape, and arranging control piles on two sides of the guide groove 2 by using a total station, wherein the control piles are used for checking the pile positions in the construction process. The design of the guide groove 2 can be matched, and the position of each pile can be accurately determined by using the control pile, so that the size and the position of the constructed impervious wall are more accurate; in the fourth step, the guide groove 2 also has a certain guiding function on the moving track of the high-spraying trolley 1, so that the high-spraying trolley 1 is higher in positioning efficiency, and the problem of overlarge position deviation caused by repeated position moving is not easy to occur.
Referring to fig. 1 and 2, the high spray trolley is in position S4: after the high-pressure spraying trolley 1 reaches the position close to the designated pile position, the self-propelled crawler device at the bottom of the high-pressure spraying trolley 1 is slowly moved to the construction position, the advancing direction of the self-propelled crawler device is consistent with the length direction of the guide groove 2 and the direction of the impervious wall, and the horizontal and vertical positions of the high-pressure spraying trolley 1 are corrected.
The specific mode of correcting the position of the high-pressure spraying trolley 1 is as follows: the nozzle head of the grouting pipe 11 of the high-pressure jet trolley 1 is aligned to the center of a hole site, the centering error of the pile position is ensured to be less than 50 mm, a leveling ruler and a positioning measuring hammer are used for horizontal correction, the alignment and deviation correction inspection is simultaneously carried out by utilizing the positioning measuring hammer to inspect from the front side and the side surface of the high-pressure jet trolley 1, the base of the high-pressure jet trolley 1 is horizontal, the grouting pipe 11 is vertical to the base of the trolley, the inclination rate of the grouting pipe 11 is less than 0.5 percent, and the reverse inclination between adjacent holes is controlled not to occur. The high-pressure jet trolley 1 can be ensured to be relatively horizontal in the horizontal position as far as possible, so that the verticality of the grouting pipe 11 can be conveniently controlled, the size and the quality of a formed pile can be accurately controlled in the subsequent grouting pile forming process, and the quality of the impervious wall is indirectly improved.
Referring to fig. 1 and 2, the drill pipe S5: after the high-pressure injection trolley 1 is in place, the high-pressure injection trolley 1 is started to drill while rotating, in the process of inserting the grouting pipe 11, in order to prevent mud and sand from blocking a nozzle of the grouting pipe 11, the nozzle injects cement slurry while inserting the pipe, the pressure of the cement slurry does not exceed 3 MPa, and the drilling is stopped after the grouting pipe 11 reaches the designed depth. The grouting pipe 11 is connected with the high-pressure pump 4 through a pipeline, the high-pressure pump 4 is connected with the slurry barrel 5 through a pipeline, the high-pressure pump 4 is used for conveying cement slurry in the slurry barrel 5 to the grouting pipe 11, and then the cement slurry is sprayed out from a nozzle of the grouting pipe 11. The cement slurry in the slurry barrel 5 is sourced from a mixer 6, the mixer 6 is communicated with a cement bin 7 so as to supplement cement at any time, and the mixer 6 is also communicated with a reservoir 8 so as to supplement water at any time.
The cement slurry adopts P.O42.5 cement, the water cement ratio of the cement slurry is 1: 1, adopting a weight-weighing method for configuration, wherein the weighing error is not more than 5 percent, and frequently checking the specific gravity of the slurry by using a hydrometer, wherein the error is not more than 0.1; when the grout is stirred, firstly adding water and then adding cement, wherein the stirring time of the grout is more than 2 minutes each time, and when the grout is poured into the grout barrel 5 from the stirring barrel, removing hard cement blocks through a filter screen; controlling the temperature of the slurry to be between 5 and 40 ℃, and treating the waste slurry when the temperature of the slurry exceeds 45 ℃ so as not to be used; the storage time of the slurry is not more than 3 hours when the temperature is more than 10 ℃, and the storage time of the slurry is not more than 5 hours when the temperature is less than 10 ℃, so that the slurry is treated as waste slurry and cannot be used after the aging is exceeded. The cement slurry prepared under the conditions is more suitable for forming the impervious wall with higher quality in the soft foundation, and the structural strength, compactness and waterproof performance of the impervious wall can be ensured.
Aiming at the condition that the hole is easy to collapse in the hole forming process of the drilling machine, the high-pressure spraying trolley 1 is adopted for direct hole forming, meanwhile, the cement slurry and high-pressure air form high-speed and high-pressure spraying flow, the spraying flow can quickly surround soil particles, and the cement slurry can fill various stone cracks and gaps in a soft foundation, so that the problem that the hole is easy to collapse in the hole forming process of the drilling machine in the soft foundation is solved, meanwhile, the hole forming process flow is reduced, the construction difficulty is simplified, the construction progress is accelerated, and the economic benefit is remarkable.
Referring to fig. 1 and 2, the jet lift S6: and (3) immediately conveying high-pressure air and cement grout after the rotary spraying pipe drills downwards to a preset depth, starting rotary spraying operation from bottom to top, lifting the grouting pipe 11 at a constant speed while spraying the grout, wherein the cement grout is fully stirred with soil at the bottom of the pile hole after the cement grout reaches a preset spraying pressure and the guniting rotates for 25-25 seconds before the rotary spraying, and the lifting speed is 5-20 cm/min until the top of the pile stops spraying the grout. The quality of the formed pile is favorably improved by controlling the hydraulic pressure of the cement paste in advance and spraying for 25-25 seconds in a test mode, and the improvement speed is 5-20 cm/min, so that the problem that the construction progress is influenced due to too low speed, and the problem that the quality of the formed pile is poor due to too high speed is solved.
When the interruption time of the jet grouting process exceeds 30 minutes, the grouting pipe 11 is lifted out of the hole, and when jet grouting is resumed, the lower part of the grouting pipe 11 is arranged to be 0.5-0.7 meter below the position before interruption for lap joint and re-jet. Once the jet grouting process is interrupted, piles formed by twice grouting are different inevitably, piles formed by twice grouting can be firmly butted well in a lap joint re-spraying mode, the quality of the whole pile is improved, the lap joint re-spraying length of 0.5-0.7 m is ensured, long time and more materials cannot be wasted due to overlong length while the structural strength is ensured, the construction period can be effectively guaranteed, and the construction cost can be effectively controlled.
The treatment measures when the slurry leakage occurs are as follows: when the hole opening does not return the pulp, the lifting should be stopped immediately, and when a small amount of pulp returns to the hole opening, the lifting speed should be reduced; reducing the injection pressure and flow rate, and performing in-situ grouting; adding an accelerator into the cement slurry; increasing the slurry density or pouring cement mortar and cement clay slurry.
When slurry leakage occurs, if slurry is not returned from the orifice, the slurry leakage situation is serious, so that the grouting pipe 11 needs to be immediately stopped to be lifted, otherwise, the manufactured pile has serious quality problems; if a small amount of slurry return exists in the hole opening, the slurry leakage condition is not particularly serious, and the speed of lifting the grouting pipe 11 can be properly reduced, so that more cement slurry enters the hole, and the quality problem caused by slurry leakage is solved; by reducing the injection pressure and flow and carrying out in-situ grouting, the cement grout can slowly permeate into the leak seams, so that the quality problem caused by the leak grout can be avoided as much as possible; the accelerator can quickly solidify cement grout, so that after the grout leaks for a period of time, the solidified cement grout can block up the leaking seam, and the grout leaking phenomenon is effectively slowed down; the method is flexibly processed in a plurality of modes to ensure the quality problem caused by the slurry leakage phenomenon as much as possible, and is favorable for optimizing the quality of the constructed impervious wall.
And when the slurry is mixed, stopping grouting immediately and plugging the grouting hole, constructing the next pile body, constructing the pile body after the interval of 24 hours, and performing the fifth step on the grouting hole and performing high-spraying grouting again. Once the slurry crossing phenomenon occurs, the slurry in the pile hole is completely cured, the next pile body construction can be carried out firstly, certain waiting time is saved, the slurry in the original pile hole is completely cured after 24 hours, the construction is carried out again, the original pile hole is required to be subjected to drilling and pipe inserting treatment again, and therefore the structural integrity and the quality of a newly formed pile can be guaranteed.
As shown in fig. 1 and 3, the sequential construction S7: the impervious wall is constructed in two steps, firstly, piles in the first-step holes are constructed, then piles in the second-step holes are constructed, the interval time of the two-step construction is controlled to be more than 24 hours, and the first-step holes and the second-step holes are arranged in an adjacent and staggered mode. The circle filled with oblique lines in the graph 3 represents a first-order hole, the circle filled with hollow lines in the graph 3 represents a second-order hole, the impervious wall is composed of a plurality of piles, the impervious wall is constructed in two steps, not only can each pile be completely cured within the shortest time be guaranteed, but also the construction of adjacent piles is not easy to influence each other, and the construction efficiency and the construction quality are guaranteed.
As shown in fig. 1 and 4, in the drilling insert pipe S5, when drilling is suspended or a final hole is ready to be drilled, the hole is inserted with a protective plug 9 to prevent hole collapse. Once the drilling process is suspended or the drilling of the hole is not started, the hole opening is easy to collapse, so that the protective plug 9 is inserted into the hole opening, and the protective plug 9 can support the hole opening, thereby effectively preventing the hole collapse phenomenon.
The protection plug 9 includes: separate baffle 91, radius platform 92 and handle 93, the top of radius platform 92 is fixed in the lower surface central point that separates baffle 91 and puts, separates baffle 91 and keeps off in the tank bottom of guide way 2, and separates the both ends of baffle 91 and respectively the butt in the both sides face of guide way 2, separates the upper surface of baffle 91 and is provided with one or more handle 93, and the top diameter of radius platform 92 is unanimous with the drill way diameter. Above-mentioned structural design's protection stopper 9 sound construction, preparation are convenient, and separate baffle 91 just can the adaptation guide way 2 to when the round platform 92 stops up the drill way, whole protection stopper 9 is restricted and be difficult for rocking, consequently can further prevent the hole phenomenon of collapsing, the handle 93 of increase makes things convenient for the staff to apply the effort on separating baffle 91, and the installation, dismantlement are more convenient.
Referring to fig. 1 and 2, the rinsing implement S8: after the injection construction is finished, the grouting pipe 11 is washed clean by clear water, so that the grouting pipe 11 is prevented from being solidified and blocked, and no cement slurry can remain in the grouting pipe 11. If the cement grout is not cleaned in time, the cement grout can be solidified in the grouting pipe 11 or other machines, so that the next construction is influenced, the clean water is adopted to clean in time, the construction life of the machines such as the grouting pipe 11 is prolonged, and the next construction is facilitated.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (10)
1. A dual-pipe high-pressure jet grouting construction method for building an impervious wall in a soft foundation is characterized by comprising the following steps:
step one, flattening and compacting a field: removing dregs on the surface of the foundation to ensure the flatness of an operation field;
step two, excavating a guide groove: accurately discharging the construction axis of the impervious wall by using a total station, and excavating a guide groove (2) along the construction axis;
step three, measurement and positioning: according to the boundary of the guide groove (2), combining a hole site layout drawing of the impervious wall, measuring the position of each pile position by using a steel tape measure, and setting control piles on two sides of the guide groove (2) by using a total station, wherein the control piles are used for checking the pile positions in the construction process;
step four, positioning the high-spraying trolley: after the high-pressure spraying trolley (1) reaches the position near the designated pile position, slowly moving to a construction position by using a self-propelled crawler device at the bottom of the high-pressure spraying trolley (1), wherein the advancing direction of the self-propelled crawler device is consistent with the length direction of the guide groove (2) and the direction of the impervious wall, and correcting the horizontal and vertical positions of the high-pressure spraying trolley (1);
step five, drilling and inserting a pipe: after the high-pressure injection trolley (1) is in place, the high-pressure injection trolley (1) is started to drill while rotating, in the process of inserting the grouting pipe (11), in order to prevent mud sand from blocking a nozzle of the grouting pipe (11), the nozzle injects cement slurry while inserting the pipe, the pressure of the cement slurry is not more than 3 MPa, and the drilling is stopped after the grouting pipe (11) reaches the designed depth;
step six, rotary spraying and lifting: the high-pressure air and cement grout are immediately conveyed after the rotary spraying pipe drills downwards to a preset depth, the rotary spraying operation from bottom to top is started, the cement grout pressure reaches the preset spraying pressure before the rotary spraying, the spraying rotates for 25-25 seconds, after the cement grout is fully stirred with soil at the bottom of a pile hole, the grouting pipe (11) is lifted at a constant speed while spraying the cement grout, the lifting speed is 5-20 cm/min, and the spraying is stopped until the top of the pile;
step seven, sequential construction: the impervious wall is constructed in two steps, firstly, piles in the first-step holes are constructed, then piles in the second-step holes are constructed, the interval time of the two-step construction is controlled to be more than 24 hours, and the first-step holes and the second-step holes are arranged in an adjacent and staggered mode.
2. The dual pipe high pressure jet grouting construction method for building the impervious wall in the soft foundation according to claim 1, wherein the width of the guide groove (2) is larger than the thickness of the impervious wall, and the depth of the guide groove (2) is between 0.5 and 0.7 meter.
3. The dual-pipe high-pressure jet grouting construction method for building the impervious wall in the soft foundation according to claim 1, wherein in the fourth step, the concrete way of correcting the position of the high-pressure jet trolley (1) is as follows: the method comprises the steps of aligning a nozzle head of a grouting pipe (11) of the high-pressure jet trolley (1) to the center of a hole site, ensuring that the centering error of a pile position is less than 50 mm, performing horizontal correction by using a horizontal ruler and a positioning measuring hammer, performing alignment correction inspection while inspecting from the front side and the side of the high-pressure jet trolley (1) by using the positioning measuring hammer, enabling a base of the high-pressure jet trolley (1) to be horizontal, enabling the grouting pipe (11) to be vertical to the base of the trolley, enabling the inclination rate of the grouting pipe (11) to be less than 0.5%, and controlling adjacent holes not to be inclined reversely.
4. The dual-pipe high-pressure jet grouting construction method for building the impervious wall in the soft foundation according to claim 1, wherein in the sixth step, when the interruption time of the jet grouting process exceeds 30 minutes, the grouting pipe (11) is pulled out of the hole, and when the jet grouting is resumed, the grouting pipe (11) is arranged below the position before the interruption for 0.5-0.7 m to carry out lap joint and repeated jet.
5. The dual-pipe high-pressure jet grouting construction method for building the impervious wall in the soft foundation according to claim 1, wherein in the sixth step, the treatment measures when the slurry leakage occurs are as follows: when the hole opening does not return the pulp, the lifting should be stopped immediately, and when a small amount of pulp returns to the hole opening, the lifting speed should be reduced; reducing the injection pressure and flow rate, and performing in-situ grouting; adding an accelerator into the cement slurry; increasing the slurry density or pouring cement mortar and cement clay slurry.
6. The dual pipe high pressure jet grouting construction method for constructing a diaphragm wall in a soft foundation according to claim 1, characterized in that in step five, when drilling is suspended or a final hole is about to be jetted, a protective plug (9) is inserted into the hole opening to prevent a hole collapse phenomenon.
7. The dual pipe high pressure jet grouting construction method for constructing a diaphragm wall in a soft foundation according to claim 6, wherein the protection plug (9) comprises: separate baffle (91), radius platform (92) and handle (93), the top of radius platform (92) is fixed in separate the lower surface central point of baffle (91) and put, separate baffle (91) and separate the tank bottom that keeps off in guide way (2), and separate the both ends of baffle (91) and respectively the butt in the both sides face of guide way (2), the upper surface that separates baffle (91) is provided with one or more handle (93), the top diameter and the drill way diameter of radius platform (92) are unanimous.
8. The dual-pipe high-pressure jet grouting construction method for building the anti-seepage wall in the soft foundation according to claim 1, wherein when the grout breakthrough occurs in the sixth step, grouting is immediately stopped and the grouting hole is blocked, the next pile construction is performed first, the pile construction is performed after an interval of 24 hours, and the grouting hole is performed again in the fifth step and then high-pressure jet grouting is performed.
9. The dual pipe high pressure jet grouting construction method for constructing an impervious wall in a soft foundation according to claim 1, further comprising: step eight, flushing the machines: after the injection construction is finished, the grouting pipe (11) is washed clean by clear water, so that the grouting pipe (11) is prevented from being solidified and blocked, and cement paste cannot remain in the grouting pipe (11).
10. The dual-pipe high-pressure jet grouting construction method for building the impervious wall in the soft foundation according to claim 1, wherein the cement grout adopts P.O42.5 cement, and the water cement ratio of the cement grout is 1: 1, adopting a weight-weighing method for configuration, wherein the weighing error is not more than 5 percent, and frequently checking the specific gravity of the slurry by using a hydrometer, wherein the error is not more than 0.1; when the grout is stirred, firstly adding water and then adding cement, wherein the stirring time of the grout is more than 2 minutes each time, and when the grout is poured into a grout barrel (5) from a stirring barrel, removing hard cement blocks through a filter screen; controlling the temperature of the slurry to be between 5 and 40 ℃, and treating the waste slurry when the temperature of the slurry exceeds 45 ℃ so as not to be used; the storage time of the slurry is not more than 3 hours when the temperature is more than 10 ℃, and the storage time of the slurry is not more than 5 hours when the temperature is less than 10 ℃, so that the slurry is treated as waste slurry and cannot be used after the aging is exceeded.
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| CN114575271A (en) * | 2022-03-02 | 2022-06-03 | 中铁四院集团工程建设有限责任公司 | Pier deviation rectifying method |
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