CN111608192A - Method and device for installing steel sheet pile in large-diameter boulder and sandstone stratum - Google Patents
Method and device for installing steel sheet pile in large-diameter boulder and sandstone stratum Download PDFInfo
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- CN111608192A CN111608192A CN202010526041.XA CN202010526041A CN111608192A CN 111608192 A CN111608192 A CN 111608192A CN 202010526041 A CN202010526041 A CN 202010526041A CN 111608192 A CN111608192 A CN 111608192A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/04—Guide devices; Guide frames
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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Abstract
The invention belongs to a method and a device for installing a steel sheet pile in a large-diameter boulder and sandstone stratum. The method comprises the following steps: building a steel trestle along the outer side of the periphery of the cofferdam steel sheet pile of the design, installing and moving the operation platform, installing a steel protection cylinder by adopting jumping hole installation and excavation, adopting a rotary drilling rig to cooperate with a vibration hammer to carry out the excavation of a lower end floating stone layer of the steel protection cylinder, leading a hole to the lower end of the steel protection cylinder to pass through the floating stone layer, internally backfilling clay, carrying out steel sheet pile implantation operation to the steel sheet pile cofferdam by using a static pressure pile planting machine along a backfilling line, and completing the steel sheet pile with steel sheet pile movable sample correcting device sample inclined on the moving operation platform in the steel sheet pile press-in process. The method can improve the speed and efficiency of implanting the steel sheet pile in the large-diameter boulder and sandstone stratum and reduce the safety risk of cofferdam construction.
Description
Technical Field
The invention belongs to a method and a device for installing steel sheet piles in large-diameter boulder and sandstone strata.
Background
The steel sheet piles are supporting structures formed by continuous and tight occlusion, and the cofferdam is a temporary closed space enclosed by the steel sheet piles, so that soil and water can be prevented from flowing in, and the smooth development of engineering construction (such as piers or bearing platforms and the like) in the cofferdam can be guaranteed. Usually, the bridge pier is arranged on the water surface or below the river bed, the cofferdam formed by the steel sheet piles can create ideal underwater bearing platform construction conditions, and the steel sheet pile cofferdam has the advantages of high strength, good waterproof performance, variable shapes, deep water construction and reutilization.
The steel sheet pile of the underwater cofferdam is inserted and beaten, generally adopt the traditional pile driver, utilize its impact kinetic energy to realize the pile foundation and penetrate, but the technology of the pile driver can not guarantee the stagnant water effect of the steel sheet pile and the requirement of the straightness that hangs down, and insert and beat the steel sheet pile footage slowly, the easy destruction of steel sheet pile bottom rock stratum, the hole jump speed is slow, the efficiency of construction is low.
The static pressure pile planting machine has the characteristics of miniaturization, no vibration and no noise, and can effectively solve the problems of vibration, noise and the like caused in the inserting and driving process of the cofferdam steel sheet pile.
However, in special geological conditions, the steel sheet piles of the above-mentioned process are difficult to implant and fix. Such as G316 valley Hanjiang highway bridge and PPP project of wiring engineering, the full length of the bridge is 4701.5mMain channel bridge length 420mThe main bridge span combination is (110 +200+ 110)mThe main bridge bearing platform is constructed by adopting a steel sheet pile cofferdam, and the geological condition of the river basin of the Han river is complex, the pebble layer thickness is thick, and the large-diameter boulders are more. According to the drilling disclosure, the main pier bridge site area rock (earth) layer can be divided into: pebbles, boulders (Q4 al + pl), strongly weathered fine sandstone (E2F), moderately weathered argillaceous siltstone (E2F), and strongly weathered argillaceous siltstone (E2F). Namely: the stratum of the main pier bridge site area of the valley bridge project mainly comprises a boulder layer with large particle size and sandstone, a large amount of boulders exist in the main bridge site area, and the particle size of the boulders is generally 25.00-45.00cmIn the maximum of 50.00cmAbout 45% in a layer thickness of 3.5m~4.1mIn the meantime. The construction operation difficulty of the static pressure pile planting machine in the large boulder stratum is largeThe static pressure pile planting machine has unsatisfactory effect no matter the pile planting machine uses a spiral drill rod to drill and press in or is matched with a water jet cutter and a spiral drill device to press in, and the single pile breaks through a float stone layer for 3 hours, so that the advantage of the single pile in the compact sandstone can not be exerted; and the drill rod and the drill teeth are extremely easy to be seriously abraded, the air compressor fails, and the auxiliary welding part of the steel sheet pile and the drill rod is detached, so that the pile planting cannot be carried out, and the efficiency is low.
Therefore, a solution and a device capable of effectively installing the steel sheet pile in the large-diameter boulder and sandstone stratum are urgently needed.
Disclosure of Invention
The invention aims to design a method and a device for installing steel sheet piles in large-diameter boulder and sandstone strata, which can improve the implantation speed and efficiency of the steel sheet piles in the large-diameter boulder and sandstone strata and reduce the safety risk of cofferdam construction.
Therefore, the device for installing the steel sheet pile in the large-diameter boulder and sandstone stratum comprises a pile casing construction measuring and positioning device, a steel sheet pile movable sample corrector and a movable operation platform.
The cylinder construction measurement positioning device is as follows: the upper end of one square frame is provided with a cross-shaped bracket, the outer end part of the lower end surface of the cross-shaped bracket is respectively fixed with the middle parts of four sides of the corresponding square frame into a whole, the central point of the cross-shaped bracket is provided with a bolt for connecting the prism, the lower parts of four outer end parts of the cross-shaped bracket are respectively welded at the middle points of the four sides of the square frame, the axial lead of the bolt for connecting the prism is coincided with the axial lead of the steel casing, and the middle part of the inner side edge of the square frame is clamped on the outer. The length of the inner side edge of the square frame is the same, and the length of each side of the cross-shaped bracket is the same.
The steel sheet pile activity appearance ware be: the longitudinal slide way is arranged in the longitudinally arranged base, the guide groove hole is arranged at the front end of the base corresponding to the slide way, the rear part of the slide block is arranged in the slide way in a sliding mode, and the front end of the slide block penetrates through the guide groove hole and is located at the front end of the base. The bottom of roof pressure pneumatic cylinder transversely fixes the front end at the slider, and the base upper end at guide slot pore middle part is equipped with the through-hole that supplies the smooth cooperation of lift hydraulic stem to pass, and hydraulic cylinder fixes on the base up end, and it is fixed with the upper end middle part that is located the slider in the slide that the front end of lift hydraulic stem passes the through-hole, and the both sides limit of base is the interval distance and is equipped with two base engaging lugs respectively.
The mobile operation platform is as follows: the two transverse H-shaped steels which are arranged at intervals from top to bottom are connected into a whole through a plurality of steel columns and inclined steel columns which are arranged at intervals from top to bottom, and the middle parts of the outer ends of the two fixing hoops which are arranged at intervals from top to bottom are respectively fixed with one ends of the two transverse H-shaped steels into a whole to form a longitudinal supporting frame. The movable anchor ear and the fixed anchor ear are in a semi-cylindrical shape. One end of the movable hoop is connected with one end of the fixed hoop through a hinge, and the other end of the movable hoop is correspondingly provided with a butt-joint lug with the other end of the fixed hoop. The longitudinal supporting linking frame is connected with the movable and fixed hoop through a third connecting bolt and a fixing nut, so that the movable and fixed hoop is fixed on the supporting pile of the steel trestle. The two longitudinal supporting linking frames are respectively fixed on the two adjacent steel trestle supporting piles through movable and fixed anchor ears. Two ends of the two longitudinal supporting holding frames are fixedly connected with two ends of the left and right transverse supporting holding frames through butt joint flange discs and first connecting bolts respectively. Two longitudinal supports link up the frame and the inboard middle part that left and right transverse support linked up the frame is equipped with the fixing base, and the both sides limit of fixing base is the interval distance and is equipped with two fixing base engaging lugs respectively, and the both sides limit of base is fixed on the fixing base engaging lug through base engaging lug and second connecting bolt respectively, and two longitudinal supports link up the frame and the upper end that left and right transverse support linked up the frame is equipped with the operation platen. The diameter of the inner wall of the movable anchor ear and the fixed anchor ear after being buckled is matched with the diameter of the steel trestle supporting pile, and the inner peripheral wall of the movable anchor ear and the fixed anchor ear is provided with a rubber anti-slip layer.
A method for installing steel sheet piles in large-diameter boulder and sandstone strata by using the device comprises the following steps:
(1) and (4) constructing a steel trestle along the outer side of the periphery of the designed cofferdam steel sheet pile to form a construction platform of the river surface steel sheet pile.
(2) The construction method comprises the steps of preparing a rotary drilling rig, a vibration hammer, a static pressure pile planting machine, supporting equipment, two crawler cranes, a steel pile casing and a drill bit for the rotary drilling rig, a steel sheet pile for the static pressure pile planting machine, a pile casing construction measuring and positioning device, a movable operation platform and a steel sheet pile movable sample corrector on a construction platform.
(3) And (4) supporting by using two adjacent steel trestle supporting piles of the construction platform on the inner side edge of the construction platform, and installing and moving the operation platform.
(4) A steel pile casing with the diameter of 1.2m is installed along the designed cofferdam steel sheet pile position by using a steel guide frame, the perpendicularity of the installed steel pile casing is detected in real time by using a steel pile casing construction measuring and positioning device, and the steel pile casing is installed by adopting hole jumping installation and excavation.
(5) And (3) adopting a rotary drilling rig with a drill bit of 1.0m to be matched with a vibration hammer of the model DZ90 to excavate the floating stone layer at the lower end of the steel protection cylinder and lead a hole until the lower end of the steel protection cylinder passes through the floating stone layer.
(a) Firstly, inserting and beating the upper end face of the steel casing by using a vibration hammer, and recording the bottom elevation of the steel casing in detail.
(b) And then, drilling the rock stratum in the steel casing to a position which is not more than 20cm away from the bottom surface of the steel casing by using a rotary drilling rig so as to reduce the side wall frictional resistance of the steel casing.
(c) And then continuously inserting and beating the upper end of the steel casing by using the vibration hammer to enable the steel casing to move downwards to lead the hole.
(d) And (c) repeating the steps (a) to (c) until the lower end of the steel casing passes through the float stone layer and enters the lower rock layer.
(6) Backfilling clay: and backfilling clay in a middle space from the inner bottom surface of the steel protecting cylinder after the hole guiding is finished to the height of 0.5m higher than the outer river bed elevation of the protecting cylinder, loading and transporting the clay by using a sand bag, manually backfilling, and compacting by using a rotary drilling rig, so that the height of the backfilled clay is kept to be higher than the height of 0.5m higher than the outer river bed elevation of the protecting cylinder.
(7) The steel protects pulling out of a section of thick bamboo and the initial bearing of static pressure pile driver: pulling out the steel pile casing that impresses, leave one section and enable the static pressure plant the fixed steel pile casing that impresses of the counter-force chassis of stake bottom, the static pressure plant the stake counter-force chassis and clip several fixed steel pile casing upper ends of impressing, utilize the dead load to carry out the implantation operation with a steel sheet pile along backfilling clay line.
(8) And (3) carrying out steel sheet pile implantation operation along a backfilling clay line by using a static pressure pile implanting machine to convert and clamp a plurality of finished steel sheet piles pressed into the ground to press the next pile into a cofferdam steel sheet pile line of the ground, and then pulling out the remained pressed steel pile casing.
(9) And (3) carrying out steel sheet pile implantation operation along a backfilling clay line by using a static pressure pile implanting machine until the completion of a steel sheet pile cofferdam, positively sampling the inclined steel sheet pile by using a steel sheet pile movable sampling device on the movable operation platform in the pressing-in process of the steel sheet pile, and ejecting the inclined upper end of the steel sheet pile to the correct position of the steel sheet pile by using the steel sheet pile movable sampling device.
(10) Separating the movable and fixed anchor ears from the support piles of the steel trestle, moving the movable operation platform to the next construction pile position for construction under the cooperation of a crane, and repeating the steps (1) to (9) until the completion of the steel sheet pile cofferdam.
The diameter of the steel pile casing is 1.2m, and the diameter of the installed steel pile casing is the same as the center line of the designed cofferdam steel sheet pile.
The jump hole installation is that the distance between the center points of the adjacent steel casing cylinders is 1.8m when the jump hole installation is carried out for the first time, the steel casing cylinder for the second time installation is positioned in the middle of the two adjacent steel casing cylinders for the first time installation, and the periphery of each adjacent steel casing cylinder for the first time installation and the second time installation is overlapped by 0.3 m.
The steel sheet pile active sample correcting device used in the steel sheet pile pressing-in process is used for correcting the inclination of the steel sheet pile:
(a) if the pile body of the steel sheet pile inclines outwards the cofferdam, then: the base of the steel sheet pile movable sample corrector is fixed on a fixed seat of a movable operation platform opposite to the steel sheet pile which inclines outwards from the cofferdam, an ejection hydraulic rod of the steel sheet pile movable sample corrector is supported at the middle part of the upper end of the steel sheet pile which inclines outwards or the middle part of the upper end of a pressure head of a static pressure pile planting machine, the steel sheet pile is planted along with the pressure head of the static pressure pile planting machine, a movable hydraulic cylinder and an ejection hydraulic cylinder are started, the deviation is slowly corrected through the tiny displacement of the ejection hydraulic rod which ejects the steel sheet pile, the adjustment is carried out while the implantation is carried out, and the inclined steel sheet pile is rightly positioned under the ejection of the ejection hydraulic.
(b) If the pile body of the steel sheet pile inclines towards the inside of the cofferdam, then: the base of the steel sheet pile movable sample corrector is fixed on a fixed seat of a movable operation platform opposite to the steel sheet pile inclined in the cofferdam, an ejection hydraulic rod of the steel sheet pile movable sample corrector is supported at the middle part of the upper end of the steel sheet pile inclined inwards or at the middle part of the upper end of a pressure head of a static pressure pile planting machine, the steel sheet pile is planted along with the pressure head of the static pressure pile planting machine, a movable hydraulic cylinder and an ejection hydraulic cylinder are started, the deviation is slowly corrected through the tiny displacement of the ejection hydraulic rod for ejecting the steel sheet pile, the steel sheet pile is planted and adjusted at the same time, and the inclined steel sheet pile is rightly positioned under the ejection of the ejection hydraulic cylinder of.
(c) If the pile body of the steel sheet pile inclines towards the advancing direction, then: the base of the steel sheet pile movable sample corrector is fixed on a fixed seat of a movable operation platform opposite to the steel sheet pile in the advancing direction, an ejection hydraulic rod of the steel sheet pile movable sample corrector is supported at the middle of the upper end of the steel sheet pile in the advancing direction or the middle of the upper end of a pressure head of a static pressure pile planting machine, the steel sheet pile is planted along with the pressure head of the static pressure pile planting machine, a movable hydraulic cylinder and an ejection hydraulic cylinder are started, the movable hydraulic cylinder and the ejection hydraulic cylinder are slowly corrected through the tiny displacement of the ejection hydraulic rod for ejecting the steel sheet pile, the movable sample corrector is planted and adjusted at the same time, and the inclined steel sheet pile is rightly positioned under the.
The above-described apparatus and method achieve the objects of the present invention.
The method can improve the speed and efficiency of implanting the steel sheet pile in the large-diameter boulder and sandstone stratum and reduce the safety risk of cofferdam construction.
Compared with the prior art, the invention has the following advantages and positive effects:
(1) the invention utilizes the rotary drilling rig, the vibration hammer and the static pressure pile planting machine to exert respective superiority of forming the underwater steel sheet pile cofferdam in the large-diameter boulder and sandstone stratum, firstly utilizes the rotary drilling rig and the vibration hammer to pass through the underwater large-diameter boulder layer, and then utilizes the static load of the static pressure pile planting machine to press in the steel sheet pile to form the cofferdam. The pile foundation penetrates through the underwater large-diameter floating stone layer by using the impact kinetic energy of the rotary drilling rig and the vibration hammer. And then the static load pressed-in steel sheet pile of the static pressure pile planting machine, the deviation correcting method and the equipment are utilized to correct the inclination of the steel sheet pile, so that the water stopping effect of the steel sheet pile cofferdam and the requirement on the perpendicularity of the steel sheet pile cofferdam are ensured. The method for penetrating through the underwater large-diameter boulder layer, backfilling clay and performing steel sheet pile implantation operation by using the rotary drilling rig and the vibration hammer to guide the hole steel protecting cylinder to follow, greatly improves the implantation speed and efficiency of the steel sheet pile, can reduce the average construction time of breaking through the boulder layer by a single steel sheet pile to about 20min, and the in-place time of planting the pile to about 70 min. The construction speed of the steel sheet pile is greatly accelerated, the loss of mechanical equipment due to the float stone layer is also greatly reduced, and the measurement and calculation show that the construction cost can be reduced by 60 percent, and the construction speed is improved by more than 9 times.
(2) The cofferdam construction safety risk can be reduced, the accuracy rate of steel sheet pile implantation can be greatly improved by using the device and the method, the one-time implantation normal position rate of the steel sheet pile reaches 99.9 percent, and the cofferdam construction safety risk is reduced. The invention has low implementation cost and short time for equipment arrangement, and can greatly improve the construction speed and reduce the construction cost.
Drawings
Fig. 1 is a schematic structural diagram of a casing construction measurement positioning device of the invention.
Fig. 2 is a schematic structural view of the steel sheet pile movable sample corrector of the present invention.
Fig. 3 is a schematic top view of the mobile work platform of the present invention.
Fig. 4 is a schematic side view of the mobile work platform of the present invention.
Fig. 5 is a structural view illustrating the steel sheet pile corrected for outward inclination according to the present invention.
Detailed Description
As shown in fig. 1 to 4, the device for installing the steel sheet pile in the large-diameter boulder and sandstone stratum comprises a pile casing construction measuring and positioning device 1, a steel sheet pile movable sample corrector 2 and a movable operation platform 3.
As shown in figure 1, the measuring prism can be accurately positioned at the center of the upper end of the steel casing by the casing construction measuring and positioning device, the steel casing measurement is tracked in real time, and the accuracy and the perpendicularity of the position of the steel casing are ensured.
The cylinder construction measurement positioning device is as follows: a cross bracket 11 is provided at the upper end of one square frame 12, the outer end of the lower end face of the cross bracket is fixed integrally with the middle of the four sides of the corresponding square frame, respectively, and a bolt 13 for prism connection is provided at the center point of the cross bracket. The lower parts of the four outer side ends of the cross-shaped bracket are respectively welded at the middle points of the four sides of the square frame. The axis of the bolt for connecting the prism is superposed with the axis of the steel casing. The middle part of the inner side edge of the square frame is clamped on the outer wall of the upper end of the steel casing. The length of the inner side edge of the square frame is the same, and the length of each side of the cross-shaped bracket is the same. The square frame and the cross-shaped bracket can be made of square edge wood or square steel pipes.
When the device is used, a prism for measurement is arranged on a bolt at the central point of the cross-shaped bracket, and then the inner frame edge of the square frame is clamped and fixed on the outer wall at the upper end of the steel casing. Actually measuring the center position of the steel casing to ensure that the center of the prism is superposed with the center of the steel casing; when the steel casing is put down and driven in, the central coordinate value of the steel casing represented by the prism is tracked and measured in real time, the central coordinate value is compared with the design coordinate of the pile foundation center to calculate a deviation value, and the position of the steel casing is adjusted according to the deviation value; after the steel casing is driven into the steel casing, the coordinates of the central point of the steel casing are rechecked again, and the installation precision of the steel casing is guaranteed to meet the requirement of tolerance. After the device is used, the cylinder is detached, the measuring and positioning device is constructed, and the device can be used repeatedly.
As shown in fig. 2, the steel sheet pile movable sample corrector is used for sampling an inclined and implanted steel sheet pile 6 in the static pressure pile planting operation.
The steel sheet pile movable sample corrector 2 is as follows: a longitudinal slideway 24 is arranged in a base 29 which is arranged longitudinally, and a guide groove pore passage 28 is arranged at the front end of the base corresponding to the slideway. The rear part of the slide block 23 is arranged in the slide way in a sliding way, and the front end of the slide block passes through the guide groove pore passage and is positioned at the front end of the base. The bottom of the jacking hydraulic cylinder 26 is transversely fixed at the front end of the sliding block through a bolt. The top pressure rod 27 of the top pressure hydraulic cylinder is transversely arranged and used for supporting the middle part of the upper end of the steel sheet pile 6 or the middle part of the upper end of the pressure head 51 of the static pressure pile planting machine 5. The upper end of the base in the middle of the channel of the guide groove is provided with a through hole for the sliding fit and penetration of the lifting hydraulic rod 25, and the lifting hydraulic cylinder 21 is fixed on the upper end surface of the base through a connecting stud 22. The front end of the lifting hydraulic rod penetrates through the through hole and is fixed with the middle part of the upper end of the sliding block in the sliding way. Two base connecting lugs 210 are respectively arranged on two side edges of the base at intervals.
As shown in fig. 3 and 4, the mobile work platform 3 is: the two transverse I-shaped steels 36 which are arranged at intervals up and down are connected into a whole through a plurality of steel columns and inclined steel columns 316 which are arranged at intervals longitudinally, and the middle parts of the outer ends of the two fixing hoops 32 which are arranged at intervals up and down are respectively fixed with one ends of the two transverse I-shaped steels into a whole to form a longitudinal supporting frame. The movable anchor ear 31 and the fixed anchor ear are semi-cylindrical. One end of the movable anchor ear is connected with one end of the fixed anchor ear through a hinge 311. The other end of the movable anchor ear is provided with a butt-joint ear 38 corresponding to the other end of the fixed anchor ear. The longitudinal supporting frame is connected with the butt-joint lugs on the movable and fixed hoops through the third connecting bolts 312 and the fixed nuts 313, so that the movable and fixed hoops are fixed on the steel trestle supporting piles 4, and otherwise, the movable and fixed hoops are separated from the steel trestle supporting piles so as to move to the next construction pile position for construction. The two longitudinal supporting linking frames are respectively fixed on the two adjacent steel trestle supporting piles through movable and fixed anchor ears. The diameter of the inner wall behind activity staple bolt and the fixed staple bolt lock and the diameter adaptation of steel trestle support stake, the internal perisporium of activity staple bolt and fixed staple bolt is equipped with thickness 3 ~ 5 mm's rubber skid resistant course for activity, fixed staple bolt and steel trestle support stake cohesion.
The two ends of the two longitudinal supporting holding frames are fixedly connected with the two ends of the left transverse supporting holding frame 315 and the right transverse supporting holding frame 35 through a butt flange 314, a first connecting bolt 34 and a fixing nut respectively; the left and right transverse supporting holding frames and the two longitudinal supporting holding frames are fixedly integrated into a whole through a first connecting bolt and a fixing nut, and the butt joint of the two ends of the left and right transverse supporting holding frames and the two longitudinal supporting holding frames is realized.
The middle parts of the inner sides of the two longitudinal supporting linking frames and the left and right transverse supporting linking frames are provided with fixing seats 37 by welding, and two fixing seat connecting lugs 39 are respectively arranged on two side edges of the fixing seats at intervals. Two side edges of the base of the steel sheet pile movable sample corrector are respectively fixed on the connecting lugs of the fixed base through the base connecting lugs, the second connecting bolts 310 and the fixing nuts, so that the bearing force of the base of the steel sheet pile movable sample corrector is conveniently transmitted to the supporting connecting frames through the fixed base.
The upper ends of the two longitudinal supporting holding frames and the left and right transverse supporting holding frames are provided with operation bedplate 33 to facilitate the construction operation of personnel standing thereon. .
A method for installing steel sheet piles in large-diameter boulder and sandstone strata by using the device comprises the following steps:
(1) and (3) constructing a steel trestle along the outer side of the periphery of the designed cofferdam steel sheet pile, wherein the steel trestle of the construction platform for forming the river surface steel sheet pile is supported by a plurality of steel trestle supporting piles 4.
(2) The construction method comprises the steps of preparing a rotary drilling rig, a vibration hammer, a static pressure pile planting machine, supporting equipment, two crawler cranes, a steel pile casing and a drill bit for the rotary drilling rig, a steel sheet pile for the static pressure pile planting machine, a pile casing construction measuring and positioning device, a movable operation platform and a steel sheet pile movable sample corrector on a construction platform.
(3) Using two adjacent steel trestle support piles of the construction platform as supports on the inner side edge of the construction platform, and installing a movable operation platform 3; namely: the movable operation platform is respectively fixed on two adjacent steel trestle support piles through four movable and fixed anchor hoops of two longitudinal support linking frames, the movable operation platform can be hoisted to a position between the two adjacent steel trestle support piles by a crane, then the movable and fixed anchor hoops are connected by a fastening third connecting bolt and a fixing nut, butt lugs on the movable and fixed anchor hoops enable the movable and fixed anchor hoops to be fixed on the two adjacent steel trestle support piles, otherwise, the movable and fixed anchor hoops are separated from the steel trestle support piles, and the movable operation platform is moved to the next construction pile position for construction.
(4) The existing steel guide frame is matched with a crane, and a steel casing with the diameter of 1.2m is installed along the designed position of the cofferdam steel sheet pile. And the perpendicularity of installing the steel casing is detected in real time by using the steel casing construction measuring and positioning device 1, and the steel casing is installed by adopting hole jumping installation and excavation. The diameter of the steel pile casing is 1.2m, and the diameter of the installed steel pile casing is the same as the center line of the designed cofferdam steel sheet pile.
The jump hole installation is that the distance between the center points of the adjacent steel casing cylinders is 1.8m when the jump hole installation is carried out for the first time, the steel casing cylinder for the second time installation is positioned in the middle of the two adjacent steel casing cylinders for the first time installation, and the periphery of each adjacent steel casing cylinder for the first time installation and the second time installation is overlapped by 0.3 m.
(5) And (3) excavating the floating rock layer at the lower end of the steel protection cylinder by adopting a rotary drilling rig with a drill bit of 1.0m and a vibration hammer of model DZ90, and guiding a hole until the lower end of the steel protection cylinder passes through the floating rock layer.
(a) Firstly, inserting and beating the upper end face of the steel casing by using a vibration hammer, and recording the bottom elevation of the steel casing in detail.
(b) And then, drilling the rock stratum in the steel casing to a position which is not more than 20cm away from the bottom surface of the steel casing by using a rotary drilling rig so as to reduce the side wall frictional resistance of the steel casing.
(c) And then continuously inserting and beating the upper end of the steel casing by using the vibration hammer to enable the steel casing to move downwards to lead the hole.
(d) And (c) repeating the steps (a) to (c) until the lower end of the steel casing passes through the float stone layer and enters the lower rock layer.
(6) Backfilling clay: and backfilling clay in a middle space from the inner bottom surface of the steel protecting cylinder after the hole guiding is finished to the height of 0.5m higher than the outer river bed elevation of the protecting cylinder, loading and transporting the clay by using a sand bag, manually backfilling, and compacting by using a rotary drilling rig, so that the height of the backfilled clay is kept to be higher than the height of 0.5m higher than the outer river bed elevation of the protecting cylinder. And the elevation of the clay in the hole is not enough after the steel casing is pulled out.
(7) The steel protects pulling out of a section of thick bamboo and the initial bearing of static pressure pile driver: pulling out the steel pile casing that impresses, leave one section and enable the static pressure plant the fixed steel pile casing that impresses of the counter-force chassis of stake bottom, the static pressure plant the stake counter-force chassis and clip several fixed steel pile casing upper ends of impressing, utilize the dead load to carry out the implantation operation with a steel sheet pile along backfilling clay line.
(8) And (3) carrying out steel sheet pile implantation operation along a backfilling clay line by using a static pressure pile implanting machine to convert and clamp a plurality of finished steel sheet piles pressed into the ground to press the next pile into a cofferdam steel sheet pile line of the ground, and then pulling out the remained pressed steel pile casing.
(9) And (3) carrying out steel sheet pile implantation operation along a backfilling clay line by using a static pressure pile implanting machine until the completion of a steel sheet pile cofferdam, positively sampling the inclined steel sheet pile by using a steel sheet pile movable sampling device on the movable operation platform in the pressing-in process of the steel sheet pile, and ejecting the inclined upper end of the steel sheet pile to the correct position of the steel sheet pile by using the steel sheet pile movable sampling device.
As shown in fig. 5, the inclination of the steel sheet pile in the pressing process of the steel sheet pile is as follows:
(a) if the pile body of the steel sheet pile 6 inclines outwards from the cofferdam, then: the base of the steel sheet pile movable sample corrector is fixed on a fixed seat of a movable operation platform opposite to the steel sheet pile which inclines outwards from the cofferdam, an ejection hydraulic rod of the steel sheet pile movable sample corrector is supported at the middle part of the upper end of the steel sheet pile which inclines outwards or the middle part of the upper end of a pressure head of a static pressure pile planting machine, the steel sheet pile is planted along with the pressure head of the static pressure pile planting machine, a movable hydraulic cylinder and an ejection hydraulic cylinder are started, the movable hydraulic rod of the movable hydraulic cylinder drives a sliding block to move downwards at the same speed as the speed of the static pressure pile planting machine when the pressure head 51 of the static pressure pile planting machine is planted into the steel sheet pile, the ejection hydraulic cylinder also moves downwards synchronously, the deviation is slowly corrected through the tiny displacement of the ejection hydraulic rod which ejects the steel sheet pile, the static pressure pile planting machine implants the steel sheet pile, the ejection hydraulic rod drives the ejection.
(b) If the pile body of the steel sheet pile inclines towards the inside of the cofferdam, then: the base of the steel sheet pile movable sample corrector is fixed on a fixed seat of a movable operation platform opposite to the steel sheet pile inclined in the cofferdam, an ejection hydraulic rod of the steel sheet pile movable sample corrector is supported at the middle part of the upper end of the steel sheet pile inclined inwards or at the middle part of the upper end of a pressure head of a static pressure pile planting machine, the steel sheet pile is planted along with the pressure head of the static pressure pile planting machine, a movable hydraulic cylinder and an ejection hydraulic cylinder are started, the deviation is slowly corrected through the tiny displacement of the ejection hydraulic rod for ejecting the steel sheet pile, the steel sheet pile is planted and adjusted at the same time, and the inclined steel sheet pile is rightly positioned under the ejection of the ejection hydraulic cylinder of.
(c) If the pile body of the steel sheet pile inclines towards the advancing direction, then: the base of the steel sheet pile movable sample corrector is fixed on a fixed seat of a movable operation platform opposite to the steel sheet pile in the advancing direction, an ejection hydraulic rod of the steel sheet pile movable sample corrector is supported at the middle of the upper end of the steel sheet pile in the advancing direction or the middle of the upper end of a pressure head of a static pressure pile planting machine, the steel sheet pile is planted along with the pressure head of the static pressure pile planting machine, a movable hydraulic cylinder and an ejection hydraulic cylinder are started, the movable hydraulic cylinder and the ejection hydraulic cylinder are slowly corrected through the tiny displacement of the ejection hydraulic rod for ejecting the steel sheet pile, the movable sample corrector is planted and adjusted at the same time, and the inclined steel sheet pile is rightly positioned under the.
(10) And separating the movable and fixed anchor ears from the support piles of the steel trestle, and moving the movable operation platform to the next construction pile position for construction under the cooperation of a crane. And (4) repeating the steps (1) to (9) until the steel sheet pile cofferdam is completed.
In the present invention, unless otherwise expressly stated or limited, the terms "mounted," "connected," "secured," and the like are to be construed broadly and can, for example, be fixedly connected, detachably connected, or integrally formed; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In a word, the method can improve the speed and efficiency of implanting the steel sheet pile in the large-diameter boulder and sandstone stratum, reduce the safety risk of cofferdam construction, and can be popularized and used.
Claims (10)
1. The utility model provides a device of installation steel sheet pile in major diameter boulder and sandstone stratum which characterized in that: the device for installing the steel sheet pile in the large-diameter boulder and sandstone stratum comprises a pile casing construction measuring and positioning device, a steel sheet pile movable sample corrector and a movable operation platform.
2. The apparatus of claim 1, wherein: the cylinder construction measurement positioning device is as follows: the upper end of one square frame is provided with a cross-shaped bracket, the outer end part of the lower end surface of the cross-shaped bracket is respectively fixed with the middle parts of four sides of the corresponding square frame into a whole, the central point of the cross-shaped bracket is provided with a bolt for connecting the prism, the lower parts of four outer end parts of the cross-shaped bracket are respectively welded at the middle points of the four sides of the square frame, the axial lead of the bolt for connecting the prism is coincided with the axial lead of the steel casing, and the middle part of the inner side edge of the square frame is clamped on the outer.
3. The apparatus of claim 2, wherein: the length of the inner side edge of the square frame is the same, and the length of each side of the cross-shaped bracket is the same.
4. The apparatus of claim 1, wherein: the steel sheet pile activity appearance ware be: the base that vertically sets up is equipped with fore-and-aft slide in, the base front end that corresponds the slide is equipped with the guide slot pore, the rear portion sliding fit of slider is in the slide, the front end of slider passes the guide slot pore and is located the base front end, the bottom of roof pressure pneumatic cylinder is transversely fixed at the front end of slider, the base upper end at guide slot pore middle part is equipped with the through-hole that supplies the smooth cooperation of lift hydraulic stem to pass, hydraulic cylinder fixes on the base up end, the front end of lift hydraulic stem passes the through-hole and is fixed with the upper end middle part that is located the slide slider, the both sides limit of base is that the interval distance is equipped with two.
5. The apparatus of claim 1, wherein: the mobile operation platform is as follows: the movable hoop and the fixed hoop are in a semi-cylindrical shape, one end of the movable hoop is connected with one end of the fixed hoop through a hinge, the other end of the movable hoop is provided with a butt-joint lug corresponding to the other end of the fixed hoop, the longitudinal support link is movably connected with the butt-joint lug on the fixed hoop through a third connecting bolt and a fixing nut, and the movable hoop and the fixed hoop are fixed on the steel trestle support pile through the butt-joint lug on the fixed hoop; two longitudinal supports link up the frame through the activity, fixed staple bolt is fixed respectively on two adjacent steel trestle support piles, link up the both ends of frame through butt joint flange dish and first connecting bolt fixed connection left and right transverse support respectively between the both ends of two longitudinal supports link up the frame, the inboard middle part that two longitudinal supports link up the frame and left and right transverse support link up the frame is equipped with the fixing base, the both sides limit of fixing base is the interval distance and is equipped with two fixing base engaging lugs respectively, the both sides limit of base is fixed on the fixing base engaging lug through base engaging lug and second connecting bolt respectively, two longitudinal supports link up the frame and the upper end that left and right transverse support link up the frame is equipped with the operation platen.
6. The apparatus of claim 1, wherein: the diameter of the inner wall of the movable anchor ear and the fixed anchor ear after being buckled is matched with the diameter of the steel trestle supporting pile, and the inner peripheral wall of the movable anchor ear and the fixed anchor ear is provided with a rubber anti-slip layer.
7. A method of installing steel sheet piles in large diameter boulder and sandstone formations comprising the apparatus of claim 1, comprising the steps of:
(1) constructing a steel trestle along the outer side of the periphery of the designed cofferdam steel sheet pile to form a construction platform of the river surface steel sheet pile;
(2) preparing a rotary drilling rig, a vibration hammer, a static pressure pile planting machine, a matched device, two crawler cranes, a steel pile casing and a drill bit used by the rotary drilling rig, a steel sheet pile used by the static pressure pile planting machine, a pile casing construction measuring and positioning device, a movable operation platform and a steel sheet pile movable sample corrector on a construction platform;
(3) using two adjacent steel trestle support piles of the construction platform as supports on the inner side edge of the construction platform, and installing a movable operation platform;
(4) installing a steel casing with the diameter of 1.2m along the designed position of the cofferdam steel sheet pile by using a steel guide frame, detecting the verticality of the installed steel casing in real time by using a steel casing construction measuring and positioning device, and installing and excavating the steel casing by adopting hole jumping;
(5) adopting a rotary drilling rig with a drill bit of 1.0m to cooperate with a vibration hammer of model DZ90 to excavate a guide hole on the float stone layer at the lower end of the steel protection cylinder until the lower end of the steel protection cylinder passes through the float stone layer;
(a) firstly, inserting and beating the upper end surface of the steel casing by using a vibration hammer, and recording the bottom elevation of the steel casing in detail;
(b) then, drilling in the steel casing by using a rotary drilling rig to a rock stratum which is not more than 20cm away from the bottom surface of the steel casing so as to reduce the frictional resistance of the side wall of the steel casing;
(c) then, continuously inserting and beating the upper end of the steel casing by using a vibration hammer to enable the steel casing to move downwards to a lead hole;
(d) repeatedly circulating the steps (a) to (c) until the lower end of the steel casing passes through the float stone layer and enters the lower rock layer;
(6) backfilling clay: backfilling clay in a middle space from the inner bottom surface of the steel protecting cylinder after the hole guiding is finished to the height which is 0.5m higher than the outer river bed elevation of the protecting cylinder, loading and transporting the clay by using a sand bag, manually backfilling, compacting by using a rotary drill, and keeping the height of the backfilled clay higher than the height of the outer river bed elevation of the protecting cylinder by 0.5 m;
(7) the steel protects pulling out of a section of thick bamboo and the initial bearing of static pressure pile driver: pulling out the pressed steel pile casing, reserving a section of pressed steel pile casing capable of clamping a fixed pressed steel pile casing by a counter-force base plate at the bottom of the static pressure pile planting machine, clamping the upper ends of a plurality of fixed pressed steel pile casings by the counter-force base plate of the static pressure pile planting machine, and implanting a steel sheet pile along a backfilling clay line by utilizing static load;
(8) carrying out steel sheet pile implantation operation along a backfilling clay line by using a static pressure pile implanting machine to convert and clamp a plurality of finished steel sheet piles pressed into the ground, pressing the next pile into a cofferdam steel sheet pile line on the ground, and removing a remained section of pressed-in steel casing;
(9) carrying out steel sheet pile implantation operation along a backfilling clay line by using a static pressure pile implanting machine until the completion of a steel sheet pile cofferdam, positively sampling the inclined steel sheet pile on a mobile operation platform by using a steel sheet pile movable sample corrector in the pressing-in process of the steel sheet pile, and pressing the upper end of the steel sheet pile inclined by the steel sheet pile movable sample corrector to the correct position of the steel sheet pile;
(10) separating the movable and fixed anchor ears from the support piles of the steel trestle, moving the movable operation platform to the next construction pile position for construction under the cooperation of a crane, and repeating the steps (1) to (9) until the completion of the steel sheet pile cofferdam.
8. The method of claim 7, wherein: the diameter of the steel pile casing is 1.2m, and the diameter of the installed steel pile casing is the same as the center line of the designed cofferdam steel sheet pile.
9. The method of claim 7, wherein: the jump hole installation is that the distance between the center points of the adjacent steel casing cylinders is 1.8m when the jump hole installation is carried out for the first time, the steel casing cylinder for the second time installation is positioned in the middle of the two adjacent steel casing cylinders for the first time installation, and the periphery of each adjacent steel casing cylinder for the first time installation and the second time installation is overlapped by 0.3 m.
10. The method of claim 7, wherein: the steel sheet pile active sample correcting device used in the steel sheet pile pressing-in process is used for correcting the inclination of the steel sheet pile:
(a) if the pile body of the steel sheet pile inclines outwards the cofferdam, then: the base of the steel sheet pile movable sample corrector is fixed on a fixed seat of a movable operation platform opposite to the steel sheet pile which inclines outwards from the cofferdam, an ejection hydraulic rod of the steel sheet pile movable sample corrector is supported at the middle part of the upper end of the steel sheet pile which inclines outwards or the middle part of the upper end of a pressure head of a static pressure pile planting machine, the steel sheet pile is planted along with the pressure head of the static pressure pile planting machine, a movable hydraulic cylinder and an ejection hydraulic cylinder are started, the deviation is slowly corrected through the tiny displacement of the ejection hydraulic rod which ejects the steel sheet pile, the steel sheet pile is planted and adjusted at the same time, and the inclined steel sheet pile is rightly positioned under the ejection of the ejection;
(b) if the pile body of the steel sheet pile inclines towards the inside of the cofferdam, then: the base of the steel sheet pile movable sample corrector is fixed on a fixed seat of a movable operation platform opposite to the steel sheet pile inclined into the cofferdam, an ejection hydraulic rod of the steel sheet pile movable sample corrector is supported at the middle part of the upper end of the steel sheet pile inclined inwards or the middle part of the upper end of a pressure head of a static pressure pile planting machine, the steel sheet pile is planted along with the pressure head of the static pressure pile planting machine, a movable hydraulic cylinder and an ejection hydraulic cylinder are started, the deviation is slowly corrected through the tiny displacement of the ejection hydraulic rod for ejecting the steel sheet pile, the adjustment is carried out while the implantation is carried out, and the inclined steel sheet pile is rightly positioned under the ejection of the ejection hydraulic cylinder of the steel;
(c) if the pile body of the steel sheet pile inclines towards the advancing direction, then: the base of the steel sheet pile movable sample corrector is fixed on a fixed seat of a movable operation platform opposite to the steel sheet pile in the advancing direction, an ejection hydraulic rod of the steel sheet pile movable sample corrector is supported at the middle of the upper end of the steel sheet pile in the advancing direction or the middle of the upper end of a pressure head of a static pressure pile planting machine, the steel sheet pile is planted along with the pressure head of the static pressure pile planting machine, a movable hydraulic cylinder and an ejection hydraulic cylinder are started, the movable hydraulic cylinder and the ejection hydraulic cylinder are slowly corrected through the tiny displacement of the ejection hydraulic rod for ejecting the steel sheet pile, the movable sample corrector is planted and adjusted at the same time, and the inclined steel sheet pile is rightly positioned under the.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010526041.XA CN111608192A (en) | 2020-06-11 | 2020-06-11 | Method and device for installing steel sheet pile in large-diameter boulder and sandstone stratum |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010526041.XA CN111608192A (en) | 2020-06-11 | 2020-06-11 | Method and device for installing steel sheet pile in large-diameter boulder and sandstone stratum |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113338314A (en) * | 2021-05-21 | 2021-09-03 | 南京市水利建筑工程有限公司 | Larsen steel sheet pile cofferdam construction method for underwater deep riprap layer area |
| CN113445607A (en) * | 2021-06-24 | 2021-09-28 | 中国葛洲坝集团生态环境工程有限公司 | Construction method for connecting inverted well wall in underground dense pipeline group |
| CN113756348A (en) * | 2021-10-21 | 2021-12-07 | 南昌交通学院 | Steel pile guide hole construction steel casing positioning device and method |
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2020
- 2020-06-11 CN CN202010526041.XA patent/CN111608192A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113338314A (en) * | 2021-05-21 | 2021-09-03 | 南京市水利建筑工程有限公司 | Larsen steel sheet pile cofferdam construction method for underwater deep riprap layer area |
| CN113445607A (en) * | 2021-06-24 | 2021-09-28 | 中国葛洲坝集团生态环境工程有限公司 | Construction method for connecting inverted well wall in underground dense pipeline group |
| CN113445607B (en) * | 2021-06-24 | 2022-06-07 | 中国葛洲坝集团生态环境工程有限公司 | Construction method for connecting inverted well wall in underground dense pipeline group |
| CN113756348A (en) * | 2021-10-21 | 2021-12-07 | 南昌交通学院 | Steel pile guide hole construction steel casing positioning device and method |
| CN113756348B (en) * | 2021-10-21 | 2022-08-12 | 南昌交通学院 | Steel pile guide hole construction steel casing positioning device and method |
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