CN116289969A - Deep foundation pit support structure secant pile anti-seepage construction method based on sonar detection technology - Google Patents
Deep foundation pit support structure secant pile anti-seepage construction method based on sonar detection technology Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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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
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Abstract
The invention discloses a deep foundation pit support structure occluding pile anti-leakage construction method based on a sonar detection technology, which is characterized by comprising the following steps of: firstly, preparing construction; secondly, measuring and paying off; thirdly, constructing a guide wall; fourthly, arranging detection holes, wherein the arrangement of the detection holes determines whether the detection result can accurately reflect the actual leakage condition of the foundation pit, and the number and arrangement of the detection holes are scientific and reasonable; and fifthly, forming holes on the occluding piles, and mechanically drilling the drilled occluding piles. According to the invention, the leakage position can be accurately obtained through an accurate measurement means after the building envelope is constructed, leakage defect repair can be carried out before the foundation pit is excavated, detection holes are synchronously embedded during the building of the building envelope, the detection holes and the pile reinforcement cage are fixed together, and are synchronously poured after sealing, the detection holes and the pile detection inclined tube are shared, no separate hole guiding is needed, and the construction period and other construction procedures are not influenced.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a deep foundation pit support structure secant pile anti-leakage construction method based on a sonar detection technology.
Background
Along with the continuous rapid promotion of foundation construction in China, foundation engineering construction technology is more and more in foundation pit construction, and the foundation pit construction technology comprises underground continuous walls, steel sheet pile supports, bored pile supports, SMW construction method piles, steel pipe pile supports, anchor rope pile supports and the like, and different support modes are selected according to different geological conditions and surrounding environments. Deep foundation pit construction is carried out in geology such as sandy gravel stratum or dense sand layer, steel sheet pile support can be difficult to insert and drive, and underground diaphragm wall construction cost is high. When the bored pile supporting structure is adopted and the underground water level is high, precipitation construction can be adopted, and also a construction mode of a secant pile can be adopted, and precipitation can possibly bring down peripheral stratum and bring out a large number of sand layers, so that construction of the secant pile is common.
In the construction process of the deep foundation pit secant pile, if the construction quality and the water stopping effect of the building envelope are important to the safety of the surrounding environment, if the building envelope is water permeable, water leaking and the like, the safety and stability of the foundation pit and the surrounding building are directly endangered. Meanwhile, the water seepage condition of the deep foundation pit engineering support structure can be found and treated after excavation, a large amount of time is delayed, and the construction period cannot be guaranteed.
The existing construction method has the following defects:
the water seepage condition of the deep foundation pit engineering enclosure structure can be found and treated after excavation, a large amount of time is delayed, and the construction period cannot be guaranteed.
Disclosure of Invention
The invention aims to provide an anti-leakage construction method for a deep foundation pit support structure secant pile based on a sonar detection technology, so as to solve the problems in the background technology.
In order to achieve the above purpose, the present invention provides the following technical solutions: the antiseep construction method for the occlusion pile of the deep foundation pit support structure based on the sonar detection technology comprises the following steps:
firstly, preparing construction;
secondly, measuring and paying off;
thirdly, constructing a guide wall;
fourthly, arranging detection holes, wherein the arrangement of the detection holes determines whether the detection result can accurately reflect the actual leakage condition of the foundation pit, and the number and arrangement of the detection holes are scientific and reasonable;
fifthly, forming holes on the engagement piles, wherein the drilled engagement piles are constructed by adopting mechanical drilling, and the foundation pit support structure is formed by mutually engaging piles;
sixthly, installing a reinforcement cage and embedding detection holes;
seventh, pouring concrete;
eighth step, crown beam construction;
ninth, the construction of a precipitation well in the pit is carried out, and foundation pit precipitation operation is carried out according to engineering and hydrogeology characteristics, the type of the building envelope and the like, wherein the precipitation operation aims at forming a water head difference with the water surface in the detection pipe so as to accurately detect leakage flow velocity, and the foundation pit precipitation is carried out after the building envelope construction of the foundation pit is finished and the design strength requirement is met;
tenth, precipitation seepage in the pit directly determines the detection precision of the precipitation quality in the foundation pit;
eleventh step, seepage detection and data acquisition.
Preferably, in the first step, preparing;
1) Collecting design and geological investigation information, preliminarily drawing a construction technical scheme, and organizing construction technicians to be familiar with a construction diagram;
2) Preparing technical requirement files such as construction acceptance specifications and standards required by the engineering, local relevant administrative authorities management files, national laws and regulations and the like, and defining the technical requirements;
3) Preparing concrete mixing proportion, and feeding raw materials for inspection and concrete mixing proportion trial-mix work;
4) The water and electricity arrangement related to the site is made so as to facilitate the site construction;
5) The corresponding personnel, machinery, material plans and organizations are prepared.
Preferably, in the second step, according to the pile information and pile position provided by the design, a method of combining the lead and triangulation is adopted to establish a control network along two sides of the design line, all control points need to fill in the verification information, and the verification information is retested by a supervision engineer and signed to agree that the control points can be used in the rear; each control point is carefully protected, retests are carried out every 10 days in construction, and correction and recovery are carried out once deviation occurs;
temporary level points used in the field are imported into the field according to datum points and elevations provided by owners and carefully protected, and the temporary level points and elevations are imported and checked by supervision engineers and signed to be applicable to the rear;
calculating coordinates of each pile position according to the design drawing, and determining the position relation between each pile hole and the adjacent control point; and (3) after rechecking, discharging the pile in the field, taking the pile center as an intersection point, burying the pile protection in the longitudinal direction and the transverse direction, rechecking the pile position by a supervision engineer, signing and agreeing, and then carrying out the next construction.
Preferably, in the third step, the construction operation surface field is flattened, no construction barrier is required as much as possible within the range of about 10m, and materials such as reinforced cage concrete and the like are ensured to be transported to the lifting radius range of the crawler crane;
the guide groove can be generally made of C20 concrete, after the ground in the range of the guide groove is leveled and tamped, a shaping arc-shaped template is adopted, and after the reinforcement is finished, wing plate concrete is poured;
the guide wall substrate is positioned on the compact foundation so as to ensure the stability of the guide wall; the guide slot template adopts a shaping steel mould, each section has the length of 3m, and the template support adopts square timber and a foundation anchor rod; the position of the template is strictly positioned according to the axis of the engaged pile, the inner diameter is 20mm larger than the diameter of the designed pile, and the verticality deviation is controlled within 2 per mill;
after the guide wall is poured and smashed, maintenance work is done, the phenomenon of water accumulation in a groove is avoided, covering maintenance is adopted in winter, and after the guide wall is completed and the strength reaches 70%, the construction of the secant pile can be conducted.
Preferably, in the fourth step, the operation key points, 1, the detection holes are arranged by comprehensively considering factors such as foundation pit size, hydrogeology, stratum section and the like, and the comprehensive arrangement is needed by combining foundation pit monitoring and inclinometry during the arrangement; 2 the optimal detection space of the detection equipment is 3-6 m, so that the arrangement of the detection holes is preferably 3-6 m; and 3, setting detection holes as weak links at each corner of the foundation pit support structure.
Preferably, in the fifth step, the construction mainly adopts a scheme of 'drilling by a rotary drilling rig and super retarding concrete'. The arrangement mode of the drill hole occlusion piles adopts: the first sequential pile plain concrete pile (A pile) and the second sequential reinforced concrete pile (B pile) are spaced; firstly, constructing an A pile, then constructing a B pile, wherein the A pile concrete adopts super-retarding concrete, the construction of the B pile is required to be completed before the A pile concrete is initially set, when the B pile is constructed, partial concrete of the adjacent A pile is cut off by utilizing the cutting capability of a sleeve drilling machine, occlusion is realized, one drilling machine cannot meet the engineering progress in construction, a plurality of drilling machines are required to perform segmented construction, the problem of joint between sections exists, a sand pile joint is adopted, a sand pile (filled with sand after hole forming) is arranged at the end of the first construction, when the construction section reaches the joint, the concrete is dug out and filled with sand, and 2 rotary spraying piles are arranged on the outer sides of the construction section, as shown in fig. 3, the control points of the occlusion piles are as follows: (1) The drilling holes are separated, the mutual influence is reduced, the plain piles are firstly constructed, then the plain piles are cut, the meat piles are firstly constructed, the hard cutting can be carried out according to the conventional underwater filling pile construction, the plain piles are firstly constructed in a staggered mode, and after the concrete of the plain piles reaches a certain strength, the strength of two adjacent plain piles is different by not more than 10% of the design strength, the meat piles are drilled. (2) The biting amount is generally about 20cm, and in order to ensure sufficient biting amount at the bottom of the biting pile, the verticality of the biting pile should be strictly controlled within 1% in addition to strictly controlling the position of the orifice.
Preferably, in the sixth step, during the construction of lowering the bored pile reinforcement cage, the PVC seepage detection pipe is fixed on the reinforcement cage according to the design requirement, and is put into the bore together with the reinforcement cage, and is buried in the concrete;
the operation key points of the detection hole embedding are as follows:
1) The top of the detection pipe needs to be 150-200 mm higher than the crown beam surface, so that the later detection is facilitated;
2) Binding the detection tube and the reinforcement cage once every 1.5m, so as to ensure that the detection tube is not loosened; the bottom of the detection tube is preferably equal to or slightly higher than the bottom of the steel reinforcement cage and is firmly bound, so that the damage of the detection tube caused by overlarge impact during the first concrete pouring is avoided;
3) When the detection pipes are installed, the important concern is whether the butt joint of the two sections of detection pipes is good and the joint is seamless, and whether the joint is fixedly sealed in place or not; the steel reinforcement cage is subjected to secondary inspection before being placed, so that the survival rate of the detection tube is improved;
4) The bottom of the detection tube needs to be sealed, and the opening of the top tube needs to be sealed by cotton cloth and wound with transparent adhesive tape, so that concrete is prevented from entering the detection tube in the pouring process; cleaning the detection tube before installation, and ensuring the inside of the detection tube to be clean, smooth and straight;
5) Protection of the detection tube is needed to be paid attention to in the hoisting process of the reinforcement cage, so that the detection tube is prevented from being damaged due to sudden movement and sudden stop;
6) After the detection tube is buried, the protection and the identification are needed to be carried out.
Preferably, in the seventh step, the super-retarding concrete is a special material required by the construction process of the bored pile, and is called super-retarding concrete because of its extremely long retarding time, and the concrete is mainly used for the A pile, and its function is to prolong the initial setting time of the A pile concrete so as to achieve that the pore forming of the adjacent B pile can be completed before the initial setting of the A pile concrete, thus creating conditions for cutting the A pile concrete by the casing drilling machine, and the super-retarding concrete is the key of success and failure of the construction process of the bored pile.
Preferably, in the eighth step, the detecting tube is 150-200 m higher than the crown beam surface, so that protection of the detecting tube needs to be enhanced during crown beam construction, and the crown beam construction operation is as follows:
before the pile head is broken, determining the specific position of the detection pipe, and carrying out rigid protection on the detection pipe, so that a large machine cannot be used for breaking, and the detection pipe is prevented from being damaged;
during the installation of the crown beam steel bar, the detection tube and the crown beam steel bar are fixed, and the detection tube is prevented from being damaged when concrete is poured.
Preferably, in the ninth step, the foundation pit dewatering construction operation is as follows:
1) Determining positions and the number of dewatering wells, wherein the dewatering wells are arranged in a checkerboard shape in the pit, and the intervals are preferably 10-15 m so as to ensure that the dewatering wells are arranged to meet the dewatering requirement;
2) The construction process of the dewatering well needs to prevent hole collapse so as not to influence the dewatering effect;
3) Before the water filtering pipe is installed, the hole wall is dredged, the phenomenon that dust and slag block the drilling hole to affect water pumping is prevented, and the water filtering pipe is firmly and vertically connected;
4) The outer melon and rice stone of the water filtering pipe is preferably 6-10 mm, and the water filtering pipe is required to be firmly buried and ensured to be stable. 11. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the tenth step, the precipitation construction operation main points are as follows: 1, dewatering starts 3 days before detection, and after the dewatering is reduced to a stable water level, regular pumping and draining are arranged; 2, the water level difference between the stable water level in the dewatering well and the original underground water level is not less than 15m.
Preferably, in the eleventh step, data acquisition is performed on site through a vector sonar measuring instrument, the instrument is mainly detected into a detection tube hole by a sonar measuring probe, and the seepage flow rate, the seepage flow direction, the seepage flow and the seepage coefficient in each meter in the hole are detected, wherein the detection precision reaches 1 multiplied by 10 < -8 > cm/s;
the detection operation key points are as follows:
1) Checking the perfect condition of the detection holes before detection, wherein the damaged detection holes need to be arranged on the periphery of the original detection holes in a supplementary way;
2) The large-scale equipment on site needs to stop operation during the detection period to ensure that no obvious vibration exists around the foundation pit, so that the detection precision and accuracy are improved, and the leakage condition of the foundation pit is faithfully reflected;
3) Before formal detection, a detection tube protecting cover is opened to clear the internal barrier-free object, and the detection tube is washed by a high-pressure water gun;
4) And (3) detecting from the original underground water level from top to bottom, detecting every 1 meter, and detecting every detection point for 1 minute until the hole bottom.
Preferably, in the twelfth step, the condition inside the foundation pit is detected through sonar, then final data is used, three-dimensional flow velocity vector sonar measurement software is used for arrangement and analysis, digital conversion is carried out to visual images to visually reflect the condition of field seepage, through a three-dimensional imaging schematic diagram of the foundation pit sonar seepage field, the condition of seepage around the foundation pit can be visually seen, the average seepage flow velocity of each measuring hole is selected to be larger than 1.0x10 < -2 > cm/s for treatment in the position with serious seepage, and the following points should be noted in the process:
1) The data acquisition end and the data processing end are based on the same system, so that the data is prevented from being lost in the copying process;
2) The detection result is analyzed by software to generate a three-dimensional imaging image, the three-dimensional image can be rotated and scaled by 360 degrees, the corresponding relation between abnormal change of a seepage flow field and the defect of an enclosure structure in any space can be observed, and the three-dimensional seepage flow field basic image generates in-situ real data of a section view of underground water flow and dynamic hydrogeological parameters on each tangential plane of XYZ needed by engineering design and construction sites;
through detection, analysis and positioning of the leakage condition of the foundation pit under the condition of no damage of the enclosure structure are completed, and the three-dimensional position where defect treatment is required is defined;
according to different situations, the defect treatment mainly comprises the following two solutions:
if large-area leakage occurs, the construction of the water stopping structure needs to be carried out again, and the problem of large-area leakage is solved by controlling the construction quality;
if a local leakage part appears, a reinforcing and repairing mode of plugging and grouting can be adopted, and grouting can be performed by adopting cement paste or cement and water glass double-liquid paste.
Compared with the prior art, the invention has the beneficial effects that:
1. according to the invention, the leakage position can be accurately obtained through an accurate measurement means after the building envelope is constructed, leakage defect repair can be carried out before the foundation pit is excavated, detection holes are synchronously embedded during the building of the building envelope, the detection holes and the pile reinforcement cage are fixed together, and are synchronously poured after sealing, the detection holes and the pile detection inclined tube are shared, no separate hole guiding is needed, and the construction period and other construction procedures are not influenced.
2. According to the method, the flow velocity and the flow direction of underground water in the deep foundation pit range are detected according to the seepage field and the water acoustic measurement principle, a three-dimensional visual imaging diagram of the underground water seepage field is established by utilizing a software model, the seepage position of the structural defect is accurately positioned, measures are taken before the foundation pit is excavated after the seepage of the structural defect is positioned, the foundation pit is ensured to be excavated safely, the large-scale equipment is less in use in the construction method for sealing the non-occluded pile of the drilling enclosure structure of the foundation pit, the efficiency is improved, the situation that the occluded pile strictly controls the position of an orifice and the verticality of the occluded pile is strictly controlled within 1% is avoided, otherwise, the non-occluded condition is easy to appear, and the situation that the pile is long is easy to appear when the geological condition is poor, the necking and neck expanding condition of the pile is easy to appear, and the leakage condition of the foundation pit wall is caused by the abnormal occlusion, and the safety is improved.
Drawings
FIG. 1 is a flow chart of the construction process of the present invention;
FIG. 2 is a view of a guideway template construction site according to the present invention;
FIG. 3 is a pile forming sequence diagram of a sleeve drilled occluding pile according to the present invention;
FIG. 4 is a schematic view of a segment joint preset sand pile of the present invention.
In the figure: 1. a transmission rack; 2. a transmission rod; 3. controlling a motor; 4. a conveying roller; 5. a transmission belt; 6. a limit groove; 7. an infrared receiver; 8. a support frame; 9. a first electric telescopic rod; 10. a connecting piece; 11. lifting the die; 12. an infrared ray generator; 13. a limiting hole; 14. a first shielding mold; 15. a second shielding mold; 16. a controller; 17. a fixing frame; 18. a second electric telescopic rod; 19. a lifting plate; 20. baking the lamp; 21. a mounting frame; 22. a quality detection scanner; 23. a warning light.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present invention, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of the present invention, it should be noted that the directions or positional relationships indicated by the terms "upper", "lower", "inner", "outer", "front", "rear", "both ends", "one end", "the other end", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific direction, be configured and operated in the specific direction, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted," "provided," "connected," and the like are to be construed broadly, and may be either fixedly connected, detachably connected, or integrally connected, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
Referring to fig. 1, 2, 3 and 4, an embodiment of the present invention is provided: the deep foundation pit support structure secant pile anti-seepage construction method based on the sonar detection technology is characterized by comprising the following steps of:
firstly, preparing construction;
secondly, measuring and paying off;
thirdly, constructing a guide wall;
fourthly, arranging detection holes, wherein the arrangement of the detection holes determines whether the detection result can accurately reflect the actual leakage condition of the foundation pit, and the number and arrangement of the detection holes are scientific and reasonable;
fifthly, forming holes on the engagement piles, wherein the drilled engagement piles are constructed by adopting mechanical drilling, and the foundation pit support structure is formed by mutually engaging piles;
sixthly, installing a reinforcement cage and embedding detection holes;
seventh, pouring concrete;
eighth step, crown beam construction;
ninth, the construction of a precipitation well in the pit is carried out, and foundation pit precipitation operation is carried out according to engineering and hydrogeology characteristics, the type of the building envelope and the like, wherein the precipitation operation aims at forming a water head difference with the water surface in the detection pipe so as to accurately detect leakage flow velocity, and the foundation pit precipitation is carried out after the building envelope construction of the foundation pit is finished and the design strength requirement is met;
tenth, precipitation seepage in the pit directly determines the detection precision of the precipitation quality in the foundation pit;
eleventh step, seepage detection and data acquisition.
In the first step, preparing;
1) Collecting design and geological investigation information, preliminarily drawing a construction technical scheme, and organizing construction technicians to be familiar with a construction diagram;
2) Preparing technical requirement files such as construction acceptance specifications and standards required by the engineering, local relevant administrative authorities management files, national laws and regulations and the like, and defining the technical requirements;
3) Preparing concrete mixing proportion, and feeding raw materials for inspection and concrete mixing proportion trial-mix work;
4) The water and electricity arrangement related to the site is made so as to facilitate the site construction;
5) The corresponding personnel, machinery, material plans and organizations are prepared.
In the second step, according to the pile-crossing data and pile position provided by the design, a method of combining a lead and triangulation is adopted, a control network is established along two sides of the design line, all control points are filled with verification data, retested by a supervision engineer and signed to be applicable to the rear; each control point is carefully protected, retests are carried out every 10 days in construction, and correction and recovery are carried out once deviation occurs;
temporary level points used in the field are imported into the field according to datum points and elevations provided by owners and carefully protected, and the temporary level points and elevations are imported and checked by supervision engineers and signed to be applicable to the rear;
calculating coordinates of each pile position according to the design drawing, and determining the position relation between each pile hole and the adjacent control point; and (3) after rechecking, discharging the pile in the field, taking the pile center as an intersection point, burying the pile protection in the longitudinal direction and the transverse direction, rechecking the pile position by a supervision engineer, signing and agreeing, and then carrying out the next construction.
In the third step of the process, the third step,
firstly, leveling a construction operation surface field, wherein construction barriers are not required to be arranged as much as possible within the range of about 10m, and materials such as reinforced cage concrete and the like can be ensured to be conveyed into the lifting radius range of the crawler crane;
the guide groove can be generally made of C20 concrete, after the ground in the range of the guide groove is leveled and tamped, a shaping arc-shaped template is adopted, and after the reinforcement is finished, wing plate concrete is poured;
the guide wall substrate is positioned on the compact foundation so as to ensure the stability of the guide wall; the guide slot template adopts a shaping steel mould, each section has the length of 3m, and the template support adopts square timber and a foundation anchor rod; the position of the template is strictly positioned according to the axis of the engaged pile, the inner diameter is 20mm larger than the diameter of the designed pile, and the verticality deviation is controlled within 2 per mill;
after the guide wall is poured and smashed, maintenance work is done, the phenomenon of water accumulation in a groove is avoided, covering maintenance is adopted in winter, and after the guide wall is completed and the strength reaches 70%, the construction of the secant pile can be conducted.
In the fourth step, the operation key points are that 1, the detection holes are required to be comprehensively arranged by comprehensively considering factors such as foundation pit size, hydrogeology, stratum section and the like, and the comprehensive arrangement is required by combining foundation pit monitoring and inclinometry during the arrangement; 2 the optimal detection space of the detection equipment is 3-6 m, so that the arrangement of the detection holes is preferably 3-6 m; and 3, setting detection holes as weak links at each corner of the foundation pit support structure.
In the fifth step, the construction mainly adopts a scheme of 'drilling by a rotary drilling rig and super retarding concrete', and the arrangement mode of the drilled occluding piles adopts: the first sequential pile plain concrete pile (A pile) and the second sequential reinforced concrete pile (B pile) are spaced; firstly, constructing an A pile, then constructing a B pile, wherein the A pile concrete adopts super-retarding concrete, the construction of the B pile is required to be completed before the A pile concrete is initially set, when the B pile is constructed, partial concrete of the adjacent A pile is cut off by utilizing the cutting capability of a sleeve drilling machine, occlusion is realized, one drilling machine cannot meet the engineering progress in construction, a plurality of drilling machines are required to perform segmented construction, the problem of joint between sections exists, a sand pile joint is adopted, a sand pile (filled with sand after hole forming) is arranged at the end of the first construction, when the construction section reaches the joint, the concrete is dug out and filled with sand, and 2 rotary spraying piles are arranged on the outer sides of the construction section, as shown in fig. 3, the control points of the occlusion piles are as follows: (1) The drilling holes are separated, the mutual influence is reduced, the plain piles are firstly constructed, then the plain piles are cut, the meat piles are firstly constructed, the hard cutting can be carried out according to the conventional underwater filling pile construction, the plain piles are firstly constructed in a staggered mode, and after the concrete of the plain piles reaches a certain strength, the strength of two adjacent plain piles is different by not more than 10% of the design strength, the meat piles are drilled. (2) The biting amount is generally about 20cm, and in order to ensure sufficient biting amount at the bottom of the biting pile, the verticality of the biting pile should be strictly controlled within 1% in addition to strictly controlling the position of the orifice.
In the sixth step, during the construction of lowering the bored pile reinforcement cage, fixing the PVC seepage detection pipe on the reinforcement cage according to design requirements, putting the PVC seepage detection pipe together with the reinforcement cage into a bore hole, and burying the PVC seepage detection pipe into concrete;
the operation key points of the detection hole embedding are as follows:
1) The top of the detection pipe needs to be 150-200 mm higher than the crown beam surface, so that the later detection is facilitated;
2) Binding the detection tube and the reinforcement cage once every 1.5m, so as to ensure that the detection tube is not loosened; the bottom of the detection tube is preferably equal to or slightly higher than the bottom of the steel reinforcement cage and is firmly bound, so that the damage of the detection tube caused by overlarge impact during the first concrete pouring is avoided;
3) When the detection pipes are installed, the important concern is whether the butt joint of the two sections of detection pipes is good and the joint is seamless, and whether the joint is fixedly sealed in place or not; the steel reinforcement cage is subjected to secondary inspection before being placed, so that the survival rate of the detection tube is improved;
4) The bottom of the detection tube needs to be sealed, and the opening of the top tube needs to be sealed by cotton cloth and wound with transparent adhesive tape, so that concrete is prevented from entering the detection tube in the pouring process; cleaning the detection tube before installation, and ensuring the inside of the detection tube to be clean, smooth and straight;
5) Protection of the detection tube is needed to be paid attention to in the hoisting process of the reinforcement cage, so that the detection tube is prevented from being damaged due to sudden movement and sudden stop;
6) After the detection tube is buried, the protection and the identification are needed to be carried out.
In the seventh step, the super-retarding concrete is a special material required by the construction process of the bored secant pile, and is called super-retarding concrete because the retarding time is extremely long, and the super-retarding concrete is mainly used for the A pile, and has the function of prolonging the initial setting time of the A pile concrete so as to achieve the effect that the pore forming of the adjacent B pile can be completed before the initial setting of the A pile concrete, thereby creating conditions for cutting the A pile concrete by a sleeve drilling machine, and the super-retarding concrete is the key of success and failure of the construction process of the bored secant pile.
In the eighth step, the detecting tube is 150-200 m higher than the crown beam surface, so that the protection of the detecting tube needs to be enhanced during the crown beam construction, and the crown beam construction operation key points are as follows:
before the pile head is broken, determining the specific position of the detection pipe, and carrying out rigid protection on the detection pipe, so that a large machine cannot be used for breaking, and the detection pipe is prevented from being damaged;
during the installation of the crown beam steel bar, the detection tube and the crown beam steel bar are fixed, and the detection tube is prevented from being damaged when concrete is poured.
In the ninth step, foundation pit dewatering construction operation main points are as follows:
1) Determining positions and the number of dewatering wells, wherein the dewatering wells are arranged in a checkerboard shape in the pit, and the intervals are preferably 10-15 m so as to ensure that the dewatering wells are arranged to meet the dewatering requirement;
2) The construction process of the dewatering well needs to prevent hole collapse so as not to influence the dewatering effect;
3) Before the water filtering pipe is installed, the hole wall is dredged, the phenomenon that dust and slag block the drilling hole to affect water pumping is prevented, and the water filtering pipe is firmly and vertically connected;
4) The outer melon and rice stone of the water filtering pipe is preferably 6-10 mm, and the water filtering pipe is required to be firmly buried and ensured to be stable.
In the tenth step, the precipitation construction operation main points are as follows: (1) The precipitation starts 3 days before detection, and after the precipitation is reduced to a stable water level, regular pumping and draining are arranged; (2) The water level difference between the stable water level in the dewatering well and the original underground water level is not less than 15m.
In the eleventh step, data acquisition is carried out on site through a vector sonar measuring instrument, the instrument is mainly detected into a detection tube hole by a sonar measuring probe, and the seepage flow rate, the seepage direction, the seepage flow and the seepage coefficient in each meter in the hole are detected, wherein the detection precision reaches 1 multiplied by 10 < -8 > cm/s;
the detection operation key points are as follows:
1) Checking the perfect condition of the detection holes before detection, wherein the damaged detection holes need to be arranged on the periphery of the original detection holes in a supplementary way;
2) The large-scale equipment on site needs to stop operation during the detection period to ensure that no obvious vibration exists around the foundation pit, so that the detection precision and accuracy are improved, and the leakage condition of the foundation pit is faithfully reflected;
3) Before formal detection, a detection tube protecting cover is opened to clear the internal barrier-free object, and the detection tube is washed by a high-pressure water gun;
4) And (3) detecting from the original underground water level from top to bottom, detecting every 1 meter, and detecting every detection point for 1 minute until the hole bottom.
In the twelfth step, the internal condition of the foundation pit is detected through sonar, then final data is utilized, three-dimensional flow velocity vector sonar measuring software is used for arrangement and analysis, digital conversion is carried out to visually reflect the field seepage condition, through a three-dimensional imaging schematic diagram of a foundation pit sonar seepage field, the peripheral seepage condition of the foundation pit can be visually seen, the average seepage flow velocity of each measuring hole is selected to be larger than 1.0x10 < -2 > cm/s for treatment at the position with serious seepage, and the following points should be noted in the process:
1) The data acquisition end and the data processing end are based on the same system, so that the data is prevented from being lost in the copying process;
2) The detection result is analyzed by software to generate a three-dimensional imaging image, the three-dimensional image can be rotated and scaled by 360 degrees, the corresponding relation between abnormal change of a seepage flow field and the defect of an enclosure structure in any space can be observed, and the three-dimensional seepage flow field basic image generates in-situ real data of a section view of underground water flow and dynamic hydrogeological parameters on each tangential plane of XYZ needed by engineering design and construction sites;
through detection, analysis and positioning of the leakage condition of the foundation pit under the condition of no damage of the enclosure structure are completed, and the three-dimensional position where defect treatment is required is defined;
according to different situations, the defect treatment mainly comprises the following two solutions:
in the first embodiment, if large-area leakage occurs, the construction of the water stop structure needs to be carried out again, so that the problem of large-area leakage is solved by controlling the construction quality;
in the second embodiment, if a local leakage part occurs, a reinforcing and repairing mode of plugging and grouting can be adopted, and grouting can be performed by adopting cement paste or cement and water glass double-liquid paste.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are, therefore, to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Claims (13)
1. The deep foundation pit support structure secant pile anti-seepage construction method based on the sonar detection technology is characterized by comprising the following steps of:
firstly, preparing construction;
secondly, measuring and paying off;
thirdly, constructing a guide wall;
fourthly, arranging detection holes, wherein the arrangement of the detection holes determines whether the detection result can accurately reflect the actual leakage condition of the foundation pit, and the number and arrangement of the detection holes are scientific and reasonable;
fifthly, forming holes on the engagement piles, wherein the drilled engagement piles are constructed by adopting mechanical drilling, and the foundation pit support structure is formed by mutually engaging piles;
sixthly, installing a reinforcement cage and embedding detection holes;
seventh, pouring concrete;
eighth step, crown beam construction;
ninth, the construction of a precipitation well in the pit is carried out, and foundation pit precipitation operation is carried out according to engineering and hydrogeology characteristics, the type of the building envelope and the like, wherein the precipitation operation aims at forming a water head difference with the water surface in the detection pipe so as to accurately detect leakage flow velocity, and the foundation pit precipitation is carried out after the building envelope construction of the foundation pit is finished and the design strength requirement is met;
tenth, precipitation seepage in the pit directly determines the detection precision of the precipitation quality in the foundation pit;
eleventh step, seepage detection and data acquisition.
2. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the first step, preparing;
1) Collecting design and geological investigation information, preliminarily drawing a construction technical scheme, and organizing construction technicians to be familiar with a construction diagram;
2) Preparing technical requirement files such as construction acceptance specifications and standards required by the engineering, local relevant administrative authorities management files, national laws and regulations and the like, and defining the technical requirements;
3) Preparing concrete mixing proportion, and feeding raw materials for inspection and concrete mixing proportion trial-mix work;
4) The water and electricity arrangement related to the site is made so as to facilitate the site construction;
5) The corresponding personnel, machinery, material plans and organizations are prepared.
3. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the second step, according to the pile-crossing data and pile position provided by the design, a method of combining a lead and triangulation is adopted, a control network is established along two sides of the design line, all control points are filled with verification data, retested by a supervision engineer and signed to be applicable to the rear; each control point is carefully protected, retests are carried out every 10 days in construction, and correction and recovery are carried out once deviation occurs;
temporary level points used in the field are imported into the field according to datum points and elevations provided by owners and carefully protected, and the temporary level points and elevations are imported and checked by supervision engineers and signed to be applicable to the rear;
calculating coordinates of each pile position according to the design drawing, and determining the position relation between each pile hole and the adjacent control point; and (3) after rechecking, discharging the pile in the field, taking the pile center as an intersection point, burying the pile protection in the longitudinal direction and the transverse direction, rechecking the pile position by a supervision engineer, signing and agreeing, and then carrying out the next construction.
4. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the third step of the process, the third step,
firstly, leveling a construction operation surface field, wherein construction barriers are not required to be arranged as much as possible within the range of about 10m, and materials such as reinforced cage concrete and the like can be ensured to be conveyed into the lifting radius range of the crawler crane;
the guide groove can be generally made of C20 concrete, after the ground in the range of the guide groove is leveled and tamped, a shaping arc-shaped template is adopted, and after the reinforcement is finished, wing plate concrete is poured;
the guide wall substrate is positioned on the compact foundation so as to ensure the stability of the guide wall; the guide slot template adopts a shaping steel mould, each section has the length of 3m, and the template support adopts square timber and a foundation anchor rod; the position of the template is strictly positioned according to the axis of the engaged pile, the inner diameter is 20mm larger than the diameter of the designed pile, and the verticality deviation is controlled within 2 per mill;
after the guide wall is poured and smashed, maintenance work is done, the phenomenon of water accumulation in a groove is avoided, covering maintenance is adopted in winter, and after the guide wall is completed and the strength reaches 70%, the construction of the secant pile can be conducted.
5. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the fourth step, the operation key points are that 1, the detection holes are required to be comprehensively arranged by comprehensively considering factors such as foundation pit size, hydrogeology, stratum section and the like, and the comprehensive arrangement is required by combining foundation pit monitoring and inclinometry during the arrangement; 2 the optimal detection space of the detection equipment is 3-6 m, so that the arrangement of the detection holes is preferably 3-6 m; and 3, setting detection holes as weak links at each corner of the foundation pit support structure.
6. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the fifth step, the construction mainly adopts a scheme of 'drilling by a rotary drilling rig and super retarding concrete', and the arrangement mode of the drilled occluding piles adopts: the first sequential pile plain concrete pile (A pile) and the second sequential reinforced concrete pile (B pile) are spaced; firstly, constructing an A pile, then constructing a B pile, wherein the A pile concrete adopts super-retarding concrete, the construction of the B pile is required to be completed before the A pile concrete is initially set, when the B pile is constructed, partial concrete of the adjacent A pile is cut off by utilizing the cutting capability of a sleeve drilling machine, occlusion is realized, one drilling machine cannot meet the engineering progress in construction, a plurality of drilling machines are required to perform segmented construction, the problem of joint between sections exists, a sand pile joint is adopted, a sand pile (filled with sand after hole forming) is arranged at the end of the first construction, when the construction section reaches the joint, the concrete is dug out and filled with sand, and 2 rotary spraying piles are arranged on the outer sides of the construction section, as shown in fig. 3, the control points of the occlusion piles are as follows: (1) The drilling holes are separated, the mutual influence is reduced, the plain piles are firstly constructed, then the plain piles are cut, the meat piles are firstly constructed, the hard cutting can be carried out according to the conventional underwater filling pile construction, the plain piles are firstly constructed in a staggered mode, and after the concrete of the plain piles reaches a certain strength, the strength of two adjacent plain piles is different by not more than 10% of the design strength, the meat piles are drilled. (2) The biting amount is generally about 20cm, and in order to ensure sufficient biting amount at the bottom of the biting pile, the verticality of the biting pile should be strictly controlled within 1% in addition to strictly controlling the position of the orifice.
7. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the sixth step, during the construction of lowering the bored pile reinforcement cage, fixing the PVC seepage detection pipe on the reinforcement cage according to design requirements, putting the PVC seepage detection pipe together with the reinforcement cage into a bore hole, and burying the PVC seepage detection pipe into concrete;
the operation key points of the detection hole embedding are as follows:
1) The top of the detection pipe needs to be 150-200 mm higher than the crown beam surface, so that the later detection is facilitated;
2) Binding the detection tube and the reinforcement cage once every 1.5m, so as to ensure that the detection tube is not loosened; the bottom of the detection tube is preferably equal to or slightly higher than the bottom of the steel reinforcement cage and is firmly bound, so that the damage of the detection tube caused by overlarge impact during the first concrete pouring is avoided;
3) When the detection pipes are installed, the important concern is whether the butt joint of the two sections of detection pipes is good and the joint is seamless, and whether the joint is fixedly sealed in place or not; the steel reinforcement cage is subjected to secondary inspection before being placed, so that the survival rate of the detection tube is improved;
4) The bottom of the detection tube needs to be sealed, and the opening of the top tube needs to be sealed by cotton cloth and wound with transparent adhesive tape, so that concrete is prevented from entering the detection tube in the pouring process; cleaning the detection tube before installation, and ensuring the inside of the detection tube to be clean, smooth and straight;
5) Protection of the detection tube is needed to be paid attention to in the hoisting process of the reinforcement cage, so that the detection tube is prevented from being damaged due to sudden movement and sudden stop;
6) After the detection tube is buried, the protection and the identification are needed to be carried out.
8. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the seventh step, the super-retarding concrete is a special material required by the construction process of the bored secant pile, and is called super-retarding concrete because the retarding time is extremely long, and the super-retarding concrete is mainly used for the A pile, and has the function of prolonging the initial setting time of the A pile concrete so as to achieve the effect that the pore forming of the adjacent B pile can be completed before the initial setting of the A pile concrete, thereby creating conditions for cutting the A pile concrete by a sleeve drilling machine, and the super-retarding concrete is the key of success and failure of the construction process of the bored secant pile.
9. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the eighth step, the detecting tube is 150-200 m higher than the crown beam surface, so that the protection of the detecting tube needs to be enhanced during the crown beam construction, and the crown beam construction operation key points are as follows:
before the pile head is broken, determining the specific position of the detection pipe, and carrying out rigid protection on the detection pipe, so that a large machine cannot be used for breaking, and the detection pipe is prevented from being damaged;
during the installation of the crown beam steel bar, the detection tube and the crown beam steel bar are fixed, and the detection tube is prevented from being damaged when concrete is poured.
10. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the ninth step, foundation pit dewatering construction operation main points are as follows:
1) Determining positions and the number of dewatering wells, wherein the dewatering wells are arranged in a checkerboard shape in the pit, and the intervals are preferably 10-15 m so as to ensure that the dewatering wells are arranged to meet the dewatering requirement;
2) The construction process of the dewatering well needs to prevent hole collapse so as not to influence the dewatering effect;
3) Before the water filtering pipe is installed, the hole wall is dredged, the phenomenon that dust and slag block the drilling hole to affect water pumping is prevented, and the water filtering pipe is firmly and vertically connected;
4) The outer melon and rice stone of the water filtering pipe is preferably 6-10 mm, and the water filtering pipe is required to be firmly buried and ensured to be stable.
11. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the tenth step, the precipitation construction operation main points are as follows: (1) The precipitation starts 3 days before detection, and after the precipitation is reduced to a stable water level, regular pumping and draining are arranged; (2) The water level difference between the stable water level in the dewatering well and the original underground water level is not less than 15m.
12. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the eleventh step, data acquisition is carried out on site through a vector sonar measuring instrument, the instrument is mainly detected into a detection tube hole by a sonar measuring probe, and the seepage flow rate, the seepage direction, the seepage flow and the seepage coefficient in each meter in the hole are detected, wherein the detection precision reaches 1 multiplied by 10 < -8 > cm/s;
the detection operation key points are as follows:
1) Checking the perfect condition of the detection holes before detection, wherein the damaged detection holes need to be arranged on the periphery of the original detection holes in a supplementary way;
2) The large-scale equipment on site needs to stop operation during the detection period to ensure that no obvious vibration exists around the foundation pit, so that the detection precision and accuracy are improved, and the leakage condition of the foundation pit is faithfully reflected;
3) Before formal detection, a detection tube protecting cover is opened to clear the internal barrier-free object, and the detection tube is washed by a high-pressure water gun;
4) And (3) detecting from the original underground water level from top to bottom, detecting every 1 meter, and detecting every detection point for 1 minute until the hole bottom.
13. The deep foundation pit enclosure occlusion pile anti-leakage construction method based on sonar detection technology according to claim 1, wherein the method comprises the following steps: in the twelfth step, the internal condition of the foundation pit is detected through sonar, then final data is utilized, three-dimensional flow velocity vector sonar measuring software is used for arrangement and analysis, digital conversion is carried out to visually reflect the field seepage condition, through a three-dimensional imaging schematic diagram of a foundation pit sonar seepage field, the peripheral seepage condition of the foundation pit can be visually seen, the average seepage flow velocity of each measuring hole is selected to be larger than 1.0x10 < -2 > cm/s for treatment at the position with serious seepage, and the following points should be noted in the process:
1) The data acquisition end and the data processing end are based on the same system, so that the data is prevented from being lost in the copying process;
2) The detection result is analyzed by software to generate a three-dimensional imaging image, the three-dimensional image can be rotated and scaled by 360 degrees, the corresponding relation between abnormal change of a seepage flow field and the defect of an enclosure structure in any space can be observed, and the three-dimensional seepage flow field basic image generates in-situ real data of a section view of underground water flow and dynamic hydrogeological parameters on each tangential plane of XYZ needed by engineering design and construction sites;
through detection, analysis and positioning of the leakage condition of the foundation pit under the condition of no damage of the enclosure structure are completed, and the three-dimensional position where defect treatment is required is defined;
according to different situations, the defect treatment mainly comprises the following two solutions:
if large-area leakage occurs, the construction of the water stopping structure needs to be carried out again, and the problem of large-area leakage is solved by controlling the construction quality;
if a local leakage part appears, a reinforcing and repairing mode of plugging and grouting can be adopted, and grouting can be performed by adopting cement paste or cement and water glass double-liquid paste.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114411751A (en) * | 2021-12-20 | 2022-04-29 | 安徽省公路桥梁工程有限公司 | Multi-support structure-based multi-layer underground passage construction assembly and process thereof |
| CN117947821A (en) * | 2024-03-15 | 2024-04-30 | 中交建筑集团有限公司 | Waterproof construction method and system for basement side wall at deep foundation pit occluding pile part |
| CN118112014A (en) * | 2024-04-22 | 2024-05-31 | 江苏省苏信工程咨询有限公司 | Bridge safety detection method based on cloud platform |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114411751A (en) * | 2021-12-20 | 2022-04-29 | 安徽省公路桥梁工程有限公司 | Multi-support structure-based multi-layer underground passage construction assembly and process thereof |
| CN117947821A (en) * | 2024-03-15 | 2024-04-30 | 中交建筑集团有限公司 | Waterproof construction method and system for basement side wall at deep foundation pit occluding pile part |
| CN118112014A (en) * | 2024-04-22 | 2024-05-31 | 江苏省苏信工程咨询有限公司 | Bridge safety detection method based on cloud platform |
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