CN216787094U - Real-time active servo steel underground diaphragm wall construction method pile - Google Patents
Real-time active servo steel underground diaphragm wall construction method pile Download PDFInfo
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Abstract
The utility model discloses a real-time active servo steel underground continuous wall construction method pile, which relates to the technical field of deep foundation pit engineering and comprises a retaining wall, a servo device, a hydraulic power device and an integrated control device, wherein the retaining wall comprises a steel underground continuous wall, a stress strain gauge is arranged on the steel underground continuous wall, the integrated control device is connected with the stress strain gauge, the retaining wall also comprises a high-strength prestressed steel strand, the high-strength prestressed steel strand is arranged on the side surface of the steel underground continuous wall, the middle part of the high-strength prestressed steel strand can be bent towards the direction far away from the side surface of the steel underground continuous wall, and the top end of the high-strength prestressed steel strand is connected with the servo device. According to the utility model, by arranging the high-strength steel stranded wires and the recyclable steel underground continuous wall, the construction cost is saved, the foundation pit deformation in different depth ranges of the enclosure wall and the internal force of the steel underground continuous wall are greatly reduced, and the enclosure wall internal force can be responded in real time to the deep foundation pit engineering and the deformation of the enclosure wall can be actively controlled by combining the servo device, the hydraulic power device and the integrated control device.
Description
Technical Field
The utility model relates to the technical field of deep foundation pit engineering, in particular to a real-time active servo underground diaphragm wall construction method pile.
Background
The foundation pit engineering is widely applied to the fields of urban building engineering, subway engineering, underground comprehensive pipe gallery engineering and the like. Deformation of foundation soil around the foundation pit may have adverse effects on surrounding municipal roads, underground pipelines or buildings, and the normal use of the foundation soil is affected if the deformation is severe. At present, the domestic deep foundation pit enclosure water stop structure has forms of underground diaphragm walls, bored piles, piles in an SMW construction method, piles in a TRD construction method, piles in a PC construction method, piles in an HC construction method, piles in an HU construction method, piles in an H + HAT construction method and the like.
However, the construction quality of the waterproof curtain of the construction methods such as SMW (soil mixing wall) and TRD (Top gas recovery device) is difficult to control, the strength of cement soil is low, and the leakage phenomenon often occurs; a large amount of slurry exists in the construction process of the underground diaphragm wall and the drilled pile, and is buried underground after being used, so that the influence on the underground environment is large; the pile in the PC construction method, the pile in the HC construction method, the pile in the HU construction method and the pile in the H + HAT construction method adopt steel pipe piles or all-steel structural combination of H-shaped steel and Larsen steel plate piles, and have large integral rigidity and better water stopping and stress resistance. Meanwhile, the conventional supporting means are usually designed according to stability control, and the foundation pit with complex surrounding environment usually needs to be designed and considered less according to deformation control; in order to reduce the deformation of the foundation pit, the size of a fender pile wall is required to be increased in advance, a passive area of a cement mixing pile is increased, the construction cost is greatly increased, meanwhile, a large amount of non-recycled cement and reinforced concrete structures are used in a fender pile system, and the method runs counter to the national policy of carbon peak reaching and carbon neutralization in China.
The publication number CN207727629U, patent name are a real-time monitoring control system of underground diaphragm wall, including pre-buried lath in the wall of pre-buried underground diaphragm wall in advance, the several hydraulic pressure strutting arrangement of roof pressure on the wall of pre-buried lath embedding department, the hydraulic control unit and the wall side that are connected with each hydraulic pressure strutting arrangement respectively through the hydraulic pressure pipe move monitoring devices, the wall side moves monitoring devices including installing at displacement meter and the control center unit of each measuring point of underground diaphragm wall, between displacement meter and the control center unit and hydraulic control unit all are connected through the signal line. The embedded steel plate strips are longitudinally and symmetrically embedded on the wall surface of the underground diaphragm wall in a staggered mode. The utility model adopts a steel support system, utilizes a servo system to compensate the axial force of the steel support to control the deformation of the foundation pit, and can monitor the deformation of the underground diaphragm wall in real time; but the maximum deformation of the foundation pit is positioned in a certain range from top to bottom at the bottom of the foundation pit, and the deformation at the supporting position is generally smaller. Therefore, the steel support servo control foundation pit deep horizontal displacement capability is poor, and the steel support servo control foundation pit deep horizontal displacement capability is not good for an enclosure system without support and concrete support.
SUMMERY OF THE UTILITY MODEL
The utility model aims to overcome the defects of the prior art and provide a real-time active servo underground continuous wall construction method pile, which can respond the stress of a fender pile in real time and actively control the deformation of the fender pile in the deep foundation pit engineering, thereby ensuring the grooving quality, the foundation pit safety and the surrounding environment safety.
In order to achieve the purpose, the utility model provides a real-time active servo underground continuous wall construction method pile which comprises a fender pile, a servo device, a hydraulic power device and an integrated control device, wherein the fender pile comprises an underground continuous wall, a displacement meter is arranged on the underground continuous wall, the integrated control device is connected with the displacement meter, the fender pile further comprises a prestress member, the prestress member comprises a deformation part and a pressing part, the upper end and the lower end of the deformation part are correspondingly arranged at the upper end and the lower end of the side surface of the underground continuous wall, the middle part of the deformation part can be bent in the direction far away from the side surface of the underground continuous wall, the upper end of the deformation part is movably arranged at the side surface of the underground continuous wall, the bottom end of the deformation part is fixed at the side surface of the underground continuous wall, and the pressing part is connected with the servo device.
The innovation points of the utility model are as follows: the lateral movement of the underground continuous wall is monitored in real time by arranging a displacement meter, measured information is transmitted to an integrated control device, the integrated control device controls a hydraulic power device in real time, a servo device, a pre-stress member is arranged into a deformation part and a pressurization part, the top end of the deformation part is movably connected with the side surface of the underground continuous wall, the bottom end of the deformation part is fixedly connected with the side surface of the underground continuous wall, the middle part of the pre-stress member can generate bending deformation outside a foundation pit when the servo device applies pressure to the pre-stress member, inward deformation at the bottom of the foundation pit can be greatly reduced, meanwhile, the pre-stress member can generate a larger bending moment bending resistance for the center distance of the underground continuous wall, the larger bending moment and the center distance of the underground continuous wall can generate a combined action of the underground continuous wall, and the internal force of the underground continuous wall is also greatly reduced.
Preferably, both ends of the lateral surface of the underground continuous wall are provided with prefabricated holes, both ends of the deformation part of the prestressed component penetrate through the corresponding prefabricated holes to be positioned on the lateral surface of the underground continuous wall, and the servo device is positioned above the underground connecting wall; due to the structural arrangement, on the basis of reducing the deformation of a foundation pit and the internal force of an underground connecting wall, after a structure is completed or the earthwork of a basement is backfilled, the hydraulic power device is closed under the control of the integrated control device, the servo device is dismantled, and the prestressed component and the underground continuous wall can be pulled out and recovered in sequence; the construction method has the advantages of complete reutilization, energy conservation, environmental protection, green construction, great saving of building materials with high energy consumption such as cement, concrete and the like, and saving of construction cost.
Preferably, the prestressed member is a high-strength prestressed steel strand; its ultimate tensile strength standard value of high strength prestressing steel strand wires is high, and tensile strength design value is high, and elastic modulus is also high, through the mutually supporting effect with servo decoration cover, hydraulic power device and integrated control device, reduces foundation ditch deformation and underground continuous wall internal force greatly.
Preferably, the prestressed steel strands are symmetrically or asymmetrically arranged on the side face of the underground continuous wall.
Preferably, the number of the prestressed steel strands arranged on one side of the underground continuous wall with large bending moment or large deformation is more than that of the prestressed steel strands arranged on one side of the underground continuous wall with small bending moment or small deformation; the high-strength prestressed steel strands are arranged at different positions and/or in different quantities according to actual calculation, and the larger tensile resistance of the high-strength prestressed steel strands is fully utilized to reduce the deformation of the foundation pit and the internal force of the underground continuous wall; meanwhile, the cost is reduced, and the manufacturing cost is saved.
Preferably, the underground continuous wall is a steel underground continuous wall, and a cement-soil pile wall is arranged below the steel underground continuous wall; the method is suitable for relatively hard rock and soil layers or complex environments, and pre-pile forming or grooving is carried out by adopting a cement soil device; mutually support with underground connection wall, both guaranteed the grooving quality, combine high strength prestressing steel strand wires, servo unit's the setting of mutually supporting, the influence of construction environment that has significantly reduced again.
Preferably, a cement mixing amount layer I is arranged between every two adjacent steel underground continuous walls; further enhancing the strength of the steel underground continuous wall and reducing the displacement.
Preferably, a cement mixing amount layer II is arranged at the connecting part of the steel underground continuous wall and the cement-soil pile wall; and the first cement mixing layer is combined, so that the grooving quality is high, the construction environment is slightly influenced, and the safety of a foundation pit and the safety of the surrounding environment are improved.
The utility model has the beneficial effects that: the high-strength prestressed steel strands of the steel underground continuous walls at different depths are actively subjected to real-time servo control by arranging the steel underground continuous walls, the high-strength prestressed steel strands, a servo device, a hydraulic power device and an integrated control device; the traditional steel underground continuous wall is improved and optimized by using relatively cheap high-strength steel stranded wires and recyclable underground continuous walls, such as steel pipes, profile steel, Larsen piles, cap-shaped Larsen piles and other steel materials, so that the cost is extremely low, building materials with high energy consumption, such as cement, concrete and the like, are greatly saved, the construction cost is saved, and the foundation pit deformation and the internal force of the steel underground continuous wall within the range of different depths of the enclosure pile are greatly reduced; meanwhile, a cement soil pile wall is arranged below the steel underground continuous wall in a special soil layer or a complex environment for pre-forming piles or grooving, on the basis of ensuring the grooving quality, the construction environment influence is greatly reduced, the safety of the foundation pit and the safety of the surrounding environment are ensured, the stress of the guard pile is responded to the deep foundation pit engineering in real time, and the deformation of the guard pile is actively controlled.
The features and advantages of the present invention will be described in detail by embodiments with reference to the accompanying drawings.
Drawings
Fig. 1 is a cross-sectional view of the present invention.
Fig. 2 is a partially enlarged view at D in fig. 1.
FIG. 3 is a schematic structural view of close-packed piles in the PC construction method.
Fig. 4 is a schematic structural diagram of pile-inserting one-hop-by-one in the PC construction method.
Fig. 5 is a schematic structural diagram of pile-inserting one hop by two in the PC construction method.
FIG. 6 is a schematic structural diagram of pile close-packing in HC construction method.
Fig. 7 is a schematic structural diagram of pile insertion one-hop-by-one in the HC engineering method.
Fig. 8 is a schematic structural diagram of pile insertion by one hop in the HC engineering method.
Fig. 9 is a schematic structural view of closely inserting piles according to the HU method.
Fig. 10 is a schematic structural view of HU construction method pile-inserting two-jump-one.
Fig. 11 is a schematic structural diagram of pile-inserting one jump by one in the HU working method.
FIG. 12 is a schematic diagram of the structure of the H + HAT tight insertion.
Fig. 13 is a schematic structural diagram of H + HAT insertion by two hops.
Fig. 14 is a schematic diagram of a structure of H + HAT insertion by one hop.
FIG. 15 is a deformation internal force envelope diagram of a pile under a servo-free HC method.
Fig. 16 is a graph comparing pile displacement in the servo HC method.
FIG. 17 is a graph comparing bending moments of servo HC construction pile.
FIG. 18 is a diagram of the position change before and after the active servo of the present invention.
In the figure: 1-steel underground continuous wall, 2-high-strength prestressed steel strand, 3-servo device, 4-hydraulic power device, 5-integrated control device, 6-cement soil pile wall, 21-isolation sleeve, 7-initial position, 8-position after active servo, 9-position after active servo, and 10-actively reducing deformation.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood, however, that the description herein of specific embodiments is only intended to illustrate the utility model and not to limit the scope of the utility model. Moreover, in the following description, descriptions of well-known structures and techniques are omitted so as to not unnecessarily obscure the concepts of the present invention.
Example one
The pile for the real-time active servo underground continuous wall construction method of the embodiment comprises a fender pile, a servo device 3, a hydraulic power device 4 and an integrated control device 5, as shown in fig. 1-14, wherein the fender pile comprises a steel underground continuous wall 1 and a high-strength prestressed steel strand 2, a plurality of displacement meters (not shown in the drawing) are arranged on the steel underground continuous wall 1, and the integrated control device 5 is connected with the displacement meters and is used for monitoring the displacement of the steel underground continuous wall 1 in real time;
the steel underground continuous wall 1 comprises a PC construction method pile, an HC construction method pile, an HU construction method pile, an H + HAT construction method pile and the like, and is a steel underground continuous wall 1 which adopts small grooves, steel plates and the like to connect Larsen piles, HAT-shaped Larsen piles, steel pipe piles or H-shaped steel; specifically, the grade of steel of the steel underground continuous wall 1 is not lower than Q235; the steel underground continuous wall 1 can adopt various combination types such as dense insertion, one-jump one insertion, two-jump two insertion, one-jump one insertion, multiple one-jump insertion and the like according to calculation; the upper end and the lower end of the side face of the steel underground continuous wall 1 are respectively provided with a plurality of corresponding prefabricated holes with different depths, the bottom end of each high-strength prestressed steel strand 2 penetrates through the prefabricated hole at the upper end and then is fixedly connected with the prefabricated hole at the lower end, the top end of the prestressed steel strand is connected with the servo device 3, the servo device 3 is positioned at the top of the steel underground continuous wall 1, the servo device 3 can select a servo jack to provide power for the high-strength prestressed steel strand 2 and is connected with the hydraulic power device 4, and the integrated control device 5 is connected with the hydraulic power device 4 to perform real-time control.
The standard value of the ultimate tensile strength of the high-strength prestressed steel strand 2 adopted in the utility model is not less than 1860MPa, the design value of the tensile strength is not less than 1320MPa, the elastic modulus is 1.95X 105 MPa, the prestress control value of the high-strength prestressed steel strand 2 in practical application is 0.1-0.8 times of the standard value of the ultimate tensile strength, the high-strength prestressed steel strand 2 is arranged on the side surface of the steel underground continuous wall 1, the inner side and the outer side of the steel underground continuous wall can be both arranged into one or more bundles according to practical calculation, the high-strength prestressed steel strand can be symmetrically or asymmetrically arranged, and one side with large bending moment and/or large deformation is arranged more than one so as to save the manufacturing cost, and simultaneously the high tensile strength prestressed steel strand 2 can be fully utilized to generate bending deformation towards the outer side of the foundation pit, the inward deformation at the bottom of the foundation pit can be greatly reduced, and simultaneously the high strength prestressed steel strand 2 can generate a large bending moment and the combined action with the steel underground continuous wall 1 for the center distance of the steel underground continuous wall 1, the internal force on the steel underground continuous wall 1 can be greatly reduced; more specifically, an isolation sleeve 21 for protecting the high-strength prestressed steel strand 2 is sleeved outside the high-strength prestressed steel strand 2.
Directly implanting a steel underground continuous wall 1 containing a high-strength prestressed steel strand 2 into a conventional soil layer by adopting a vibration-free hammer, hydraulic pressure, static pressure and other modes, starting an integrated control device 5, a hydraulic power device 4 and a servo device 3, transmitting monitored information to the integrated control device 5 by a displacement meter, controlling the hydraulic power device 4 and the servo device 3 by the integrated control device 5, applying downward large tensile resistance to the high-strength prestressed steel strand 2, generating bending deformation to the outer side of a foundation pit, and actively controlling the deformation of the steel underground continuous wall 1 at different depths; for the steel underground continuous wall 1 which does not need to respond in real time, the prestress control value of 0.1-0.8 times of the ultimate tensile strength standard value can be pre-applied to the prestress steel strands 2 with different depths, and the deformation of the steel underground continuous wall 1 with different depths can be actively eliminated in advance.
After the construction is completed or the basement earthwork is backfilled, under the control of the integrated control device 5, the hydraulic power device 4 is closed, the servo device 3 is dismantled, and the high-strength prestressed steel strand 2 and the steel underground continuous wall 1 are sequentially pulled out and recovered; the utility model realizes complete reutilization, energy conservation, environmental protection and green construction.
Example two
Different from the first embodiment, for a relatively hard rock-soil layer or a complex environment, cement soil pile wall equipment can be adopted for pre-pile forming or grooving, namely the cement soil pile wall 6 is formed, cement mixing amount of 0-10% of the mass of the reinforced soil is mixed in the structural range of the steel underground continuous wall 1, curing agents of SN201-A and the like of 0-5% of the mass of the cement are mixed in a soft soil layer, and curing agents of bentonite and the like of 0-10% of the mass of the cement are mixed in a silt soil layer; then implanting a steel underground continuous wall 1 containing high-strength prestressed steel strands 2; the grooving quality is ensured, the rigid-flexible composite steel underground diaphragm wall structure with double reliable water stopping and soil retaining functions of the cement-soil pile wall and the steel underground diaphragm wall is formed, the steel underground diaphragm wall structure is high in rigidity, small in deformation and free of the problem of outward transportation of slurry, construction environment influence is reduced, foundation pit deformation and the internal force of the steel underground diaphragm wall 1 within different depth ranges of the enclosure pile are reduced, and foundation pit safety and surrounding environment safety are ensured.
Taking the deep foundation pit located in a soft soil layer as an example, the excavation depth is 4.75 meters, the north side environment of the foundation pit is complex, the HC construction method is adopted to combine piles with a concrete support, and the main physical and mechanical property indexes of all soil layers within the influence range of the excavation depth of the foundation pit are shown in table 1.
TABLE 1 soil layer physical and mechanical property indexes
Calculating parameters: the length of the section steel is 14m, and the average spacing of the section steel is as follows: 1.35 m; pile steel grade: q235; type of section steel: 700 x 300 x 13 x 24; section area of the section steel: 231.5cm 2; section moment of inertia of the section steel: 197000cm 4; ground overload of 20kPa, and the elastic modulus of the section steel: 210 Gpa.
According to the calculation, the action of the Larsen pile is not considered, and only the action of the H-shaped steel is considered, so that a deformation internal force envelope diagram of the pile without the servo HC method is obtained, as shown in FIG. 15.
The maximum deformation of the foundation pit is 19.8mm, the position is about 5.5m below the ground surface, and the maximum bending moment is 535.2 kN.m.
4 high-strength prestressed steel strands 2 with the diameter of 15.2mm are respectively arranged on the outer side of the pile in the HC construction method; the standard value of the ultimate tensile strength is 1860MPa, and 0.7 times of the standard value of the ultimate tensile strength is applied, so that the prestress generated by each high-strength prestressed steel strand 2 is 182.3kN, the bending moment generated by each high-strength prestressed steel strand 2 is 63.8kN m, the maximum bending moment of the foundation pit can be reduced to 280.0kN m, the maximum bending moment is only 52% of the original bending moment, and the bending moment is greatly reduced.
According to the formula
And
wherein M isAIs the bending moment applied to the end point A of the H-shaped steel, MBIs the bending moment borne by the end point B of the H-shaped steel, x is the distance from the point C to the point A, L is the total length of the H-shaped steel, E is the elastic modulus of the H-shaped steel, I is the moment of inertia of the H-shaped steel, and omega 1 is the distance from M to the point CAInduced deflection, ω 2 at point C from MBThe resulting deflection, ω, is the total deflection at point C, which is 5.5m below the surface, and as shown in fig. 1, ω 1=7.7mm, ω 2=6.7mm, ω =14.4 mm. Therefore, the deformation is reduced by 14.4mm at a position of about 5.5m below the ground surface, so that the actual deformation of the foundation pit is reduced to 5.4mm, the maximum deformation is only 27% of the original deformation, the deformation at the maximum displacement position at the bottom of the foundation pit is greatly reduced, and the active servo effect is obvious; fig. 16 and 17 are graphs comparing pile displacement and bending moment in servo HC method, respectively.
Therefore, the process of the real-time active servo steel underground continuous wall 1 greatly reduces the deformation of the foundation pit and the internal force of the steel underground continuous wall 1, ensures the safety of the foundation pit and the safety of the surrounding environment, and is a brand new process of the real-time active servo steel underground continuous wall 1.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the utility model, and any modifications, equivalents or improvements made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (6)
1. Real-time initiative servo steel underground continuous wall worker method stake, including enclosure wall, servo device, hydraulic power device and integrated control device, the enclosure wall includes steel underground continuous wall, be equipped with the stress strain gauge on the steel underground continuous wall, integrated control device is connected with the stress strain gauge, its characterized in that: the enclosure wall still includes the prestressing force component, the prestressing force component includes deformation portion and adds splenium, the upper and lower both ends that the upper and lower both ends of deformation portion correspond set up the upper and lower both ends in steel underground continuous wall side, just the mid portion of deformation portion can be crooked to the direction of keeping away from steel underground continuous wall side, the setting of the upper end activity of deformation portion is in steel underground continuous wall side, the bottom mounting of deformation portion is in steel underground continuous wall side, it is connected with servo unit to add splenium.
2. The real-time active servo steel underground diaphragm wall construction method pile as claimed in claim 1, wherein: the side both ends of steel underground continuous wall are provided with a plurality of preformed holes, the both ends of prestressing force component deformation portion pass a plurality of preformed holes that correspond and are located the side of steel underground continuous wall, servo unit is located the top of steel underground connecting wall.
3. The real-time active servo steel underground diaphragm wall construction method pile as claimed in claim 2, wherein: the prestressed component is a high-strength prestressed steel strand.
4. The real-time active servo steel underground diaphragm wall construction method pile of claim 3, wherein: the high-strength prestressed steel strands are symmetrically or asymmetrically arranged on the side face of the steel underground continuous wall.
5. The real-time active servo steel underground diaphragm wall construction method pile of claim 3, wherein: the quantity of the high-strength prestressed steel strands arranged on one side of the steel underground continuous wall with large bending moment or large deformation is more than that of the high-strength prestressed steel strands arranged on one side of the steel underground continuous wall with small bending moment or small deformation.
6. The real-time active servo steel underground diaphragm wall construction pile as claimed in any one of claims 1 to 5, wherein: the steel underground continuous wall is a steel underground continuous wall, and a cement-soil pile wall is arranged below the steel underground continuous wall.
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| CN114232603A (en) * | 2022-01-26 | 2022-03-25 | 金小荣 | Real-time active servo underground diaphragm wall construction method pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114232603A (en) * | 2022-01-26 | 2022-03-25 | 金小荣 | Real-time active servo underground diaphragm wall construction method pile |
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Effective date of registration: 20230802 Address after: Room 241, No. 603 Hongfeng Road, Donghu Street, Linping District, Hangzhou City, Zhejiang Province, 311103 Patentee after: Hangzhou Wending Rock and Soil Technology Co.,Ltd. Address before: 310012 room 605, unit 3, building 60, Qiushi village, Xihu District, Hangzhou City, Zhejiang Province Patentee before: Jin Xiaorong |