Steel pipe pile structure for large flow rate inclined hard rock surface and construction process thereof

Abstract

The application discloses a steel pipe pile structure of large flow rate inclined hard rock surface and a construction process thereof, wherein small-diameter biting guide holes are drilled on the inclined hard rock surface, inner ring grooves and outer ring grooves are sequentially constructed, a steel casing is arranged in the outer ring grooves, a steel reinforcement cage is constructed in the inner ring grooves, and then anchoring concrete is poured in the outer ring grooves and the steel casing to form an integrated steel casing-concrete-rock combined structure, so that the small-diameter drilling equipment is adopted in the construction environment, the risk of overturning of large guide hole equipment on water is avoided, the amount of measures for erecting a guide hole platform is reduced, the construction speed is improved, and the applicability of the steel pipe pile under the condition of large flow rate inclined hard rock surface is expanded.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of steel pipe pile sinking construction, and more particularly to a steel pipe pile structure for large flow velocity and inclined hard rock surface and a construction process thereof. BACKGROUND

[0002] In the construction of road and bridge, house building and other projects in China, steel pipe columns are often used as columns of temporary support, trestle, protective shed, temporary support anchoring and other systems. Steel pipe pile construction has the following two methods according to different geological conditions.

[0003] I. In the condition of deep gravel-covered stratum, the steel pipe pile is generally hammered into the construction by the method of "fishing", that is, the steel pipe pile is hammered into the covering layer by a vibrating hammer on the existing platform by using hoisting equipment, and the bearing capacity is designed by relying on the frictional resistance of the covering layer to the pipe pile.

[0004] II. In the hard rock stratum, the steel trestle foundation needs to be set as an anchor pile structure for flood crossing, and the hole needs to be drilled in the riverbed, the steel pipe pile needs to be inserted, and the underwater concrete needs to be poured to form an anchor pile structure.

[0005] Under the construction environment conditions of large flow velocity, inclined terrain and hard rock, the rock surface is inclined and has high strength, the rock-embedded steel pipe pile is difficult to construct, the anchor pile has high requirements for water flow impact resistance, only the steel pipe pile is installed, the connection between the steel pipe pile and the bedrock is poor, the large hole drilling equipment needs a powerful water platform, and the design and erection of the platform are difficult under the inclined rock surface. When the large hole drilling equipment is operated on the platform, the risk of overturning and collapse is extremely high, and the overall construction efficiency is low. SUMMARY

[0006] An object of the present application is to solve at least the above problems and provide at least the advantages to be described later.

[0007] Another object of the present application is to provide a steel pipe pile structure for large flow velocity and inclined hard rock surface and a construction process thereof to solve the technical problem of the prior art that it is difficult to construct the steel pipe pile under the condition of large flow velocity and inclined hard rock surface.

[0008] In order to achieve these objects and other advantages according to the present application, on the one hand, the present application provides a steel pipe pile structure for large flow velocity and inclined hard rock surface, which comprises an inner ring groove and an outer ring groove drilled vertically downward in the underwater inclined hard rock surface, the outer ring groove is coaxially arranged outside the inner ring groove, and the inner ring groove and the outer ring groove are respectively ring-shaped engagement pile hole structures, a ring-shaped steel reinforcement cage is arranged in the middle of the inner ring groove in the circumferential direction, a ring-shaped steel casing is arranged in the middle of the outer ring groove in the circumferential direction, the top of the steel casing is higher than the top of the steel reinforcement cage, and the top of the steel reinforcement cage is higher than the water surface, and the gap between the steel casing and the steel reinforcement cage in the outer ring groove, the inner ring groove and the inner side of the steel casing are poured with concrete to form a steel-concrete-rock integrated connection steel pipe pile structure.

[0009] Preferably, the depth of the inner ring groove in the inclined hard rock surface is greater than the depth of the outer ring groove in the inclined hard rock surface.

[0010] Preferably, the vertical distance between the bottom of the inner ring groove and the intersection point of the vertical central axis of the inner ring groove and the top of the inclined hard rock surface is H, and the vertical distance between the bottom of the outer ring groove and the intersection point is h, H = 3h, h = 1.5Dtanβ, wherein D is the outer diameter of the steel casing, and β is the angle between the inclined hard rock surface and the horizontal plane.

[0011] Preferably, the diameter of the pilot hole of the inner ring groove and the outer ring groove is I, and the spacing of the pilot holes is 2I / 3.

[0012] In another aspect, the present application also provides a construction process of a large-flow inclined hard rock surface steel pipe pile structure, comprising the following steps:

[0013] S1, a steel platform is erected on the riverbed surface, and a drilling machine is installed;

[0014] S2, the drilling machine is used to first perform pilot hole and groove construction on the inner ring groove, and then perform pilot hole and groove construction on the outer ring groove;

[0015] S3, the steel pipe pile is hoisted into the outer ring groove and temporarily positioned;

[0016] S4, the steel reinforcement cage is hoisted into the inner ring groove and temporarily positioned;

[0017] S5, annular shear reinforcement is arranged on the inner side of the steel casing above the inclined hard rock surface, and anchoring concrete is poured in the gap between the outer ring groove and the steel casing, in the inner ring groove, and on the inner side of the steel casing, to form a steel-pipe-concrete-rock integrated steel pipe pile structure.

[0018] Preferably, the annular shear reinforcement arrangement on the inner side of the steel casing is determined by the following formula:

[0019] P = 0.5nπDdf c

[0020] In the formula, P is the vertical load design value of the steel casing, n is the number of layers of annular shear reinforcement, D is the outer diameter of the steel casing, d is the diameter of the reinforcement, and f c is the design strength of the anchoring concrete in the steel casing;

[0021] The arrangement of the steel reinforcement cage is determined by the following formula:

[0022]

[0023] In the formula, T is the vertical uplift design value of the steel casing, and T is not less than P / 3, N is the number of vertical main reinforcement of the reinforcement cage, and is uniformly arranged along the circumference of the inner ring groove, d is the diameter of the main reinforcement, f y is the design strength of the main reinforcement.

[0024] Preferably, in steps S2-S5, the relative positions of the grooving, the steel casing and the reinforcement cage are limited by setting the pile pressing device.

[0025] The pile pressing device comprises:

[0026] A support table is fixedly arranged from the edge of the steel platform towards directly above the drilling position in a ring structure;

[0027] A jacking hydraulic cylinder is symmetrically arranged on the inner ring of the support table along the circumference;

[0028] A limiting table is correspondingly arranged on the side of the jacking hydraulic cylinder away from the center of the support table and is arranged with the top higher than the highest retracting position of the jacking hydraulic cylinder;

[0029] A branch-shaped rod comprises a first branch, a third branch, a cross rod and a second branch which are connected together and sequentially arranged in a clockwise direction along the radial direction, the cross rod and the first branch are arranged in the same length direction and close to the inner side of the steel casing, the outer end of the first branch is hingedly connected to the top of the limiting table close to the side of the jacking hydraulic cylinder and can freely rotate relative to the hinge shaft, the outer end of the cross rod is rotatably connected with a first roller, the outer end of the second branch is rotatably connected with a second roller, a retractable pressing block structure and a traction limiting structure connected with the third branch are arranged on the top of the limiting table towards the top of the first branch;

[0030] A grooving guide frame is used for guiding and positioning the drilling;

[0031] The branch-shaped rod has three limiting states,

[0032] The first limiting state is a grooving guide state, at this time, the traction limiting structure pulls the third branch to abut against the top of the pressing block structure, the second branch is arranged close to the center of the support table, and all the second rollers are used to abut against the outer side of the grooving guide frame for limiting;

[0033] The second limiting state is a steel casing guide state, at this time, the first roller and the second roller are towards the center of the support table and are in the same vertical direction, and are used to abut against the outer side of the steel casing for limiting;

[0034] The third limiting state is that the cross rod is in a horizontal state, at this time, the cross rod is horizontally pressed on the top of the steel casing, and the pressing block is pressed on the top surface of the first branch, and at the same time, the first roller is used to abut against the outer side of the reinforcement cage for limiting.

[0035] Preferably, the pressing block structure comprises a horizontal moving hydraulic cylinder arranged on the top of the limiting table and radially outside the hinge shaft, the horizontal moving hydraulic cylinder is radially telescopic, and the telescopic end is connected with a pressing block used for abutting against the top surface of the first supporting rod to limit the horizontal bar in the horizontal direction;

[0036] The traction limiting structure comprises a winch fixed on the top of the limiting table and away from the jacking hydraulic cylinder, a traction rope is connected between the winch and the third supporting rod, and the winch is used for winding and unwinding the traction rope to drive the third supporting rod to rotate around the hinge shaft to abut against or leave the limiting table.

[0037] The jacking hydraulic cylinder is used for driving the second supporting rod to rotate around the hinge shaft by upward pushing or downward moving.

[0038] Preferably, the groove guide frame comprises an upper layer guide pipe frame and a lower layer guide pipe frame, the upper layer guide pipe frame and the lower layer guide pipe frame are respectively arranged with uniformly distributed positioning steel pipes in the circumferential direction, each positioning steel pipe is arranged corresponding to the A hole position of the inner ring groove and the outer ring groove, the adjacent positioning steel pipes in the same circumferential direction are welded through a horizontal steel plate, the positioning steel pipes in the same layer are welded through an inner steel plate, and the outer sides of the adjacent positioning steel pipes in the vertical direction are welded through a vertical steel plate, and the groove guide frame is temporarily welded with the steel platform or the supporting table after the groove guide frame is aligned with the central axis of the steel pipe pile through the second roller.

[0039] The present application at least has the following beneficial effects:

[0040] The steel pipe pile structure and construction process of the large-flow inclined hard rock surface can sequentially construct the inner ring groove and the outer ring groove by small-diameter occlusion pilot hole drilling on the inclined hard rock surface, then sink a steel casing in the outer ring groove, construct a steel reinforcement cage in the inner ring groove, and then pour anchoring concrete in the outer ring groove and the steel casing to form an integrated steel casing-concrete-rock combined structure, so that the small-diameter drilling equipment is used in this type of construction environment, the risk of overturning of large-scale pilot hole drilling equipment on water is avoided, the amount of measures for setting up a pilot hole platform is reduced, the construction speed is improved, the applicability of the steel pipe pile in the large-flow inclined hard rock surface condition is expanded, in addition, the stability of the steel casing and the steel reinforcement cage in the groove construction under the large-flow underwater impact is further improved, and the accuracy and construction efficiency of the sinking position are improved.

[0041] Other advantages, objects and features of the present application will be apparent from the following description, and will be understood by those skilled in the art through the study and practice of the present application. BRIEF DESCRIPTION OF DRAWINGS

[0042] Figure 1 It is a front view of the steel pipe pile structure of the present application;

[0043] Figure 2 Fig. 1 is a top view of a steel pipe pile structure of the present application;

[0044] Figure 3 Fig. 2 is a structural schematic view of setting a steel platform in step S1 of the construction process of the present application;

[0045] Figure 4 Fig. 3 is a top view of inner ring slotting construction of the present application;

[0046] Figure 5 Fig. 4 is a front view of a pile pressing device of the present application;

[0047] Figure 6 Fig. 5 is a top view of the pile pressing device of the present application;

[0048] Figure 7 Fig. 6 is a front view of a slotting guide frame of the present application;

[0049] Figure 8 Fig. 7 is a top view of the slotting guide frame of the present application;

[0050] The description of the drawings: 1, inclined hard rock surface, 2, steel platform, 3, drilling machine, 4, inner ring slotting, 5, outer ring slotting, 6, steel reinforcement cage, 7, steel casing, 8, ring shear reinforcement, 9, A hole, 10, B hole, 11, occlusal area, 12, support table, 13, jacking hydraulic cylinder, 14, limit table, 15, branch rod, 16, first roller, 17, second roller, 18, articulated shaft, 19, pressing block, 20, transverse hydraulic cylinder, 21, first support rod, 22, second support rod, 23, crossbar, 24, third support rod, 25, slotting guide frame, 26, traction limiting structure, 27, positioning steel pipe, 28, transverse steel plate, 29, inner steel plate, 30, vertical steel plate. DETAILED DESCRIPTION

[0051] The present application will be further described below in conjunction with the drawings, so that those skilled in the art can implement the present application according to the description and drawings.

[0052] It should be noted that the experimental methods described in the following embodiments are conventional methods unless otherwise specified, and the reagents and materials can be obtained from commercial channels unless otherwise specified; in the description of the present application, the terms "transverse", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer" and the like indicate the orientation or positional relationship shown in the drawings, which is only for the convenience of describing the present application and simplifying the description, and does not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, therefore cannot be understood as a limitation on the present application.

[0053] AsFigures 1-4 As shown in the drawings, the present application provides a steel pipe pile structure for large flow rate inclined hard rock surface 1, which comprises an inner ring groove 4 and an outer ring groove 5 drilled vertically downward along the inclined hard rock surface 1 underwater, the outer ring groove 5 is coaxially arranged outside the inner ring groove 4, and the inner ring groove 4 and the outer ring groove 5 are respectively ring-shaped occlusal pile hole structures, a ring-shaped steel reinforcement cage 6 is arranged in the middle of the inner ring groove 4 in the circumferential direction, a ring-shaped steel casing 7 is arranged in the middle of the outer ring groove 5 in the circumferential direction, the top of the steel casing 7 is higher than the top of the steel reinforcement cage 6, and the top of the steel casing 7 is arranged above the water surface, and the gap between the steel casing 7 in the outer ring groove 5, the inner ring groove 4, and the inside of the steel casing 7 is filled with concrete to form a steel-concrete-rock integrated connection steel pipe pile structure.

[0054] Under the geological conditions of the inclined hard rock surface 1, a small-diameter coring occlusal pilot hole is used to form a circular ring deep groove, and then a steel pipe pile is applied, the circular ring deep groove comprises the coaxially arranged inner ring groove 4 and the outer ring groove 5, the inner ring groove 4 is added inside the outer ring groove 5 of the steel casing 7, and the steel reinforcement cage 6 is added, and the concrete is poured to improve the integrity of the connection between the steel pipe pile and the rock, the steel pipe pile as a whole bears the force together with the steel casing 7, the steel reinforcement cage 6, the concrete, and the rock mass, the structural reliability is high, the small-diameter coring occlusal pilot hole can use a small-diameter drilling equipment 3, the problem of difficult anchoring of the steel pipe pile into the rock under the condition of the large flow rate inclined hard rock surface 1 is solved, the risk of overturning of the large pilot hole equipment used on the water is avoided, the amount of measures for setting up the pilot hole platform is reduced, the construction speed is improved, and the applicability of the steel pipe pile under the condition of the large flow rate inclined hard rock surface 1 is expanded.

[0055] In another technical solution, as shown in the drawings, Figure 1 The depth of the inner ring groove 4 in the inclined hard rock surface 1 is greater than the depth of the outer ring groove 5 in the inclined hard rock surface 1. The drilling depth is set to ensure the structural connection strength and improve the construction efficiency.

[0056] In another technical solution, as shown in the drawings, Figure 1 The vertical distance between the bottom of the inner ring groove 4 and the base point is H, the vertical distance between the bottom of the outer ring groove 5 and the base point is h, H = 3h, and h = 1.5Dtanβ, where D is the outer diameter of the steel casing 7, β is the angle between the inclined hard rock surface 1 and the horizontal plane, that is, the slope angle, the groove center line is the steel pipe pile contour, and the steel pipe pile can be embedded into the rock layer.

[0057] In another technical solution, as shown in the drawings, Figure 1 , 2As shown in FIG. 4, the hole diameter of the inner ring groove 4 and the outer ring groove 5 is I, and the spacing of the hole is 2I / 3. For example, the hole diameter is 15 cm, and the spacing of the hole is 10 cm. The outer diameter of the inner ring groove is 1-2 cm larger than the diameter of the reinforcement cage, and the outer diameter of the outer ring groove is 5-10 cm larger than the diameter of the steel casing.

[0058] The application also provides a construction process of the steel pipe pile structure of the large flow rate inclined hard rock surface 1, which combines the advantages of the steel pipe pile structure of the large flow rate inclined hard rock surface 1 and the steel pipe pile structure of the large flow rate vertical hard rock surface 2. Figures 1-8 As shown in FIG. 4, the hole diameter of the inner ring groove 4 and the outer ring groove 5 is I, and the spacing of the hole is 2I / 3. For example, the hole diameter is 15 cm, and the spacing of the hole is 10 cm. The outer diameter of the inner ring groove is 1-2 cm larger than the diameter of the reinforcement cage, and the outer diameter of the outer ring groove is 5-10 cm larger than the diameter of the steel casing.

[0059] S1, a steel platform 2 is erected on the riverbed surface, and a drilling machine 3 is installed.

[0060] S2, the drilling machine 3 is used to first perform hole drilling and groove cutting on the inner ring groove 4, and then perform hole drilling and groove cutting on the outer ring groove 5; the hole diameter is 15 cm, and the hole spacing is 10 cm. Figure 4 As shown in FIG. 4, the hole diameter of the inner ring groove 4 and the outer ring groove 5 is I, and the spacing of the hole is 2I / 3. For example, the hole diameter is 15 cm, and the spacing of the hole is 10 cm. The outer diameter of the inner ring groove is 1-2 cm larger than the diameter of the reinforcement cage, and the outer diameter of the outer ring groove is 5-10 cm larger than the diameter of the steel casing.

[0061] S3, the steel pipe pile is hoisted into the outer ring groove 5 and temporarily positioned.

[0062] S4, the reinforcement cage 6 is hoisted into the inner ring groove 4 and temporarily positioned.

[0063] S5, the annular shear reinforcement 8 is arranged on the inner side of the steel casing 7 above the inclined hard rock surface 1, and the anchoring concrete is poured in the gap between the outer ring groove 5 and the steel casing 7, in the inner ring groove 4, and on the inner side of the steel casing 7, to form a steel-concrete-rock integrated steel pipe pile structure.

[0064] First, the first section of the steel pipe pile is installed according to the outer hole, and temporary stabilizing measures are taken to ensure that the design requirements and safety are met. Then, the reinforcement cage 6 is installed in the installed steel pipe pile, and positioning measures are taken. Finally, the anchoring concrete in the steel pipe pile is poured, and the gap outside the steel casing 7 in the outer ring groove 5 is filled with grouting through the grouting pipe. The bottom of the grouting pipe is about 20 cm away from the bottom of the outer ring groove 5. The inner ring groove 4 and the outer ring groove 5 are used to bite the hole, which is convenient for construction, has strong versatility, and has good economic benefits. The problem of difficult steel pipe pile anchoring in the rock under the condition of large flow rate inclined hard rock surface 1 is solved.

[0065] In another technical solution, as shown in FIG. 5, the annular shear reinforcement 8 on the inner side of the steel casing 7 is arranged according to the following formula: Figure 1 、 5 As shown in FIG. 5, the annular shear reinforcement 8 on the inner side of the steel casing 7 is arranged according to the following formula:

[0066] P=0.5nπDdf c

[0067] P = n * D * d * f c f is the design strength of the anchoring concrete in the steel casing 7, generally C30 is taken as 14.3 MPa;

[0068] The arrangement of the reinforcement cage 6 is determined by the following formula:

[0069]

[0070] T = N * d * f y f is the design strength of the main reinforcement, preferably HRB400 reinforcement is selected, f y 330 MPa is taken.

[0071] In another technical solution, as shown in Figures 5-8 In steps S2-S5, the relative positions of the grooving, the steel casing 7 and the reinforcement cage 6 are limited by setting the pile pressing device;

[0072] The pile pressing device comprises:

[0073] The support table 12 is annular in structure and is fixedly arranged from the edge of the steel platform 2 to directly above the drilling position;

[0074] The jacking hydraulic cylinder 13 is symmetrically arranged on the inner ring of the support table 12 along the circumference;

[0075] The limiting table 14 is arranged on the side of the jacking hydraulic cylinder 13 away from the center of the support table 12 and the top of the limiting table 14 is higher than the highest retracting position of the jacking hydraulic cylinder 13;

[0076] The branch-shaped rod 15 comprises a first branch rod 21, a third branch rod 24, a cross rod 23 and a second branch rod 22 which are connected together and arranged in the radial clockwise direction in sequence, the cross rod 23 and the first branch rod 21 are located in the same length direction and are arranged close to the inner side of the steel casing, the outer end of the first branch rod 21 is hingedly connected to the top of the limiting table 14 close to the side of the jacking hydraulic cylinder 13 and can freely rotate relative to the hinge shaft, the outer end of the cross rod 23 is rotatably connected with the first roller 16, the outer end of the second branch rod 22 is rotatably connected with the second roller 17, and the telescopic pressing block structure and the traction limiting structure 26 connected with the third branch rod are arranged on the top of the limiting table 14 towards the top of the first branch rod 21;

[0077] The grooving guide frame 25 is used for guiding and positioning the drilling;

[0078] The pile pressing device comprises a ring-shaped support table 12 fixedly arranged above the drilling position from the edge of the steel platform 2, the inner diameter of the support table 12 is not less than the outer diameter of the outer ring groove 5, the inner circle position of the support table 12 is symmetrically arranged along the circumference and provided with a jacking hydraulic cylinder 13, the outer circle position of the support table 12 is provided with a limiting table 14 radially outside the jacking hydraulic cylinder 13, the top of the limiting table 14 is arranged higher than the top of the highest retractable position of the jacking hydraulic cylinder 13, the top of the limiting table 14 is hinged to a branch-shaped rod 15 along the radial direction of the support table 12 on the side close to the jacking hydraulic cylinder 13, the first supporting rod 21 is located on the upper side of the second supporting rod 22, the third supporting rod 24 is located on the upper side of the first supporting rod 21, and the outer end bottom of the second supporting rod 22 abuts against the top of the retractable end of the jacking hydraulic cylinder 13.

[0079] The branch-shaped rod has three limiting states,

[0080] The first limiting state is a groove guide frame 25 guiding state, at this time, the traction limiting structure 26 pulls the third supporting rod 24 to abut against the top of the pressing block structure, the second supporting rod 22 is arranged relatively close to the center of the support table 12, and all the second rollers 17 are used to abut against the outer side of the groove guide frame 25 for limiting;

[0081] The second limiting state is a steel casing 7 guiding state, at this time, the first roller 16 and the second roller 17 are located on the same vertical direction towards the center of the support table 12 and are used to abut against the outer side of the steel casing 7 for limiting;

[0082] The third limiting state is that the cross rod 23 is located in a horizontal state, at this time, the cross rod 23 is horizontally pressed on the top of the steel casing 7, the pressing block is pressed on the top surface of the first supporting rod, and at the same time, the first roller is used to abut against the outer side of the reinforcement cage 6 for limiting. At this time, the limiting table 14 can limit the lateral direction of the second roller 17, the cross rod 23 is pressed on the top of the steel casing 7 to press the steel casing 7, at the same time, the first roller 16 is used to limit the outer side of the reinforcement cage 6, after the reinforcement cage 6 is in place, the pressing block 19 can be driven to retract, the jacking hydraulic cylinder 13 pushes the branch-shaped rod 15 upwards, so that the first roller 16 reaches the limiting position when the annular shear steel bar 8 is lowered, and the first roller 16 and the second roller 17 rotate with the steel casing 7 or the reinforcement cage 6 lowered.

[0083] The branch-shaped rod 15 is driven to rotate around the hinge shaft 18 by the traction limiting structure 26 to reach the first limiting state, the branch-shaped rod 15 is driven to rotate around the hinge shaft 18 by the jacking hydraulic cylinder 13 to push the branch-shaped rod 15 to the second limiting state and the third limiting state, and the relative positions of the steel casing 7 and the reinforcement cage 6 are limited.

[0084] In another technical scheme, as Figures 5-6As shown, the pressing block structure includes a transverse hydraulic cylinder 20 arranged on the top of the limiting table 14 radially outside the hinge shaft 18, the transverse hydraulic cylinder 20 is radially telescopic, and the telescopic end is connected with a pressing block 19, which is used for abutting against the top surface of the first supporting rod 21 to limit the horizontal direction of the cross bar 23, and at this time the bottom of the cross bar 23 abuts against the top of the steel casing 7;

[0085] The traction limiting structure 26 includes a winch fixed on the top of the limiting table away from the jacking hydraulic cylinder, and a traction rope connected between the winch and the third supporting rod, the winch retracts or extends the traction rope to drive the third supporting rod 24 to rotate around the hinge shaft to abut against or leave the limiting table 14;

[0086] By upward pushing or downward moving of the jacking hydraulic cylinder 13, the second supporting rod 22 is driven to rotate around the hinge shaft, and the second position state is that the cross bar 23 is in a horizontal state, the transverse hydraulic cylinder 20 is started, the pressing block 19 is located on the top surface of the first supporting rod 21, and the first supporting rod 21 is limited to prevent upward rotation. The winch pulls the third supporting rod 24 to abut against the top of the transverse hydraulic cylinder 20.

[0087] In another technical solution, as shown in Figures 7-8 As shown, the groove guide frame 25 includes an upper guide pipe frame and a lower guide pipe frame, the upper guide pipe frame and the lower guide pipe frame are respectively arranged with a plurality of positioning steel pipes 27 uniformly arranged in the circumferential direction, each positioning steel pipe 27 corresponds to the A hole 9 hole position of the inner ring groove and the outer ring groove, the adjacent positioning steel pipes 27 in the same ring direction are welded through a horizontal steel plate 28, the positioning steel pipes in the same layer are welded through an inner steel plate 29, the outer sides of the adjacent positioning steel pipes 27 in the vertical direction are welded through a vertical steel plate 30, the groove guide frame 25 is temporarily welded with the steel platform 2 or the supporting table 12 after being aligned with the central axis of the steel pipe pile through the second roller 17, then drilling is performed according to the positioned hole position, when the B hole is drilled, the welding is removed, the groove guide frame is rotated to the position corresponding to the B hole 10 hole position, and then temporary welding or other fixing methods such as bolting are adopted.

[0088] The coaxial position of the pile pressing device and the outer ring groove 5 and the inner ring groove 4 is determined in advance according to the existing method such as Beidou positioning. Through the setting of the pile pressing device, under the impact of high flow rate under water, the first roller 16 of the branch-shaped rod 15 is used to guide and position the groove guide frame 25, and then the first roller 16 and the second roller 17 of the branch-shaped rod 15 are used to guide and position the lowering of the steel casing 7, so as to improve the guiding range and the vertical stability of the guiding line, thereby improving the accuracy and rate of lowering. After the sinking of the steel casing 7, the branch-shaped rod 15 is rotated and pressed on the steel casing 7, so as to reduce the disturbance or deviation and floating of the steel casing 7 under the impact of water flow. The second roller 17 is retracted to avoid the steel casing 7. Finally, the first roller 16 is used to guide and limit the lowering of the reinforcement cage 6, so as to improve the accuracy and efficiency of the lowering of the reinforcement cage 6. After the completion of construction, the support table 12 is taken up or is set in a detachable form of two halves for recycling.

[0089] Although the embodiments of the present application have been disclosed as above, it is not limited to the application listed in the specification and the embodiments, and can be fully applied to various fields suitable for the present application, and other modifications can be easily realized by those skilled in the art, and therefore the present application is not limited to specific details and the figures shown and described herein, without departing from the general concept defined by the claims and the equivalent scope.

Claims

1. A steel pipe pile structure for a high-velocity inclined hard rock surface, characterized in that, It includes an inner ring groove and an outer ring groove vertically downwards carved on an underwater inclined hard rock surface. The outer ring groove is coaxially set outside the inner ring groove, and the inner and outer ring grooves are respectively annular interlocking pile hole structures. A ring-shaped steel cage is set in the middle of the inner ring groove along the circumference, and a ring-shaped steel casing is set in the middle of the outer ring groove along the circumference. The top of the steel casing is higher than the top of the steel cage and is set above the water surface. Concrete is poured in the gap between the outer ring groove and the steel casing, in the inner ring groove, and on the inner side of the steel casing to form a steel-concrete-rock integrated steel pipe pile structure. The steel pipe pile structure is constructed using the following steps: S1. Construct a steel platform on the riverbed and install a drilling machine; S2. First, use a drilling machine to perform pre-drilling and grooving on the inner ring groove, and then perform pre-drilling and grooving on the outer ring groove. S3. Hoist the steel pipe pile into the outer ring groove for temporary positioning; S4. Hoist the steel cage into the inner ring groove for temporary positioning; S5. Arrange ring-shaped shear reinforcement bars on the inner side of the steel casing above the inclined hard rock surface. Pour anchoring concrete in the gap between the outer ring groove and the steel casing, in the inner ring groove, and on the inner side of the steel casing to form a steel-concrete-rock integrated steel pipe pile structure. The arrangement of the annular shear reinforcement bars inside the steel casing is determined by the following formula: P=0.5nπDdf c In the formula, P is the design value of the vertical load on the steel casing, n is the number of layers of annular shear reinforcement, D is the outer diameter of the steel casing, d is the diameter of the reinforcement, and f c The design strength of the anchoring concrete inside the steel casing; The arrangement of the reinforcing cage is determined by the following formula: T=Nπd 2 / 4*f y In the formula, T is the design value of the vertical pull-out force of the steel casing, and T is not less than P / 3; N is the number of vertical main bars in the steel cage, which are evenly distributed along the circumference of the inner ring groove; d is the diameter of the main bar; and f is the diameter of the main bar. y The design strength of the main reinforcement.

2. The steel pipe pile structure for high-velocity inclined hard rock surfaces as described in claim 1, characterized in that, The depth of the inner ring groove on the inclined hard rock surface is greater than the depth of the outer ring groove on the inclined hard rock surface.

3. The steel pipe pile structure for high-velocity inclined hard rock surfaces as described in claim 2, characterized in that, The vertical centerline of the inner ring groove intersects with the top of the inclined hard rock surface as the base point. The vertical distance between the bottom of the inner ring groove and the base point is set as H, and the vertical distance between the bottom of the outer ring groove and the base point is set as h. H = 3h, h = 1.5Dtanβ, where D is the outer diameter of the steel casing, and β is the angle between the inclined hard rock surface and the horizontal plane.

4. The steel pipe pile structure for high-velocity inclined hard rock surfaces as described in claim 3, characterized in that, If the diameter of the lead hole for the inner ring groove and the outer ring groove is set to I, then the spacing between the interlocking lead holes is 2I / 3.

5. The construction technology of steel pipe pile structure on inclined hard rock surface with high flow velocity as described in claim 1, characterized in that, In steps S2-S5, the relative positions of the groove, steel casing, and reinforcing cage are limited by setting up a pile driving device; The pile driving device includes: A support platform, which is a ring structure, is fixedly installed from the edge of the steel platform towards the top of the drilling position; The lifting hydraulic cylinders are symmetrically arranged on the inner ring of the support platform along the circumference; The limiting platform is set on the side of the lifting hydraulic cylinder away from the center of the support platform, and its top is set higher than the highest point of the extension and retraction of the lifting hydraulic cylinder. A branch rod includes a first support rod, a third support rod, a crossbar, and a second support rod that are connected together and arranged in a radial clockwise direction. The crossbar and the first support rod are located in the same length direction and are located near the inner side of the steel casing. The outer end of the first support rod is hinged to the top of the limiting platform near the lifting hydraulic cylinder and can rotate freely relative to the hinge axis. The outer end of the crossbar is rotatably connected to a first roller, and the outer end of the second support rod is rotatably connected to a second roller. A retractable pressure block structure and a traction limiting structure connected to the third support rod are provided on the top of the limiting platform facing the top of the first support rod. Grooved guide frame, used for guiding and positioning boreholes; The branch-shaped rod has three limiting states. The first limiting state is the grooved guide frame guiding state. At this time, the traction limiting structure pulls the third support rod to abut the top of the pressure block structure, and the second support rod is set relatively close to the center of the support platform. All the second rollers are used to abut the outer side of the grooved guide frame for limiting. The second limiting state is the steel casing guiding state. At this time, the first roller and the second roller face the center of the support platform and are located in the same vertical direction, and are used together to abut against the outside of the steel casing for limiting. The third limiting state is when the crossbar is in a horizontal position. At this time, the crossbar is horizontally pressed against the top of the steel casing, the pressure block is pressed against the top surface of the first support rod, and the first roller is used to abut against the outside of the steel cage for limiting.

6. The construction technology of steel pipe pile structure on inclined hard rock surface with high flow velocity as described in claim 5, characterized in that, The pressure block structure includes a transverse hydraulic cylinder arranged radially outside the hinge shaft at the top of the limiting platform. The transverse hydraulic cylinder extends and retracts radially and the extension end is connected to a pressure block. The pressure block is used to abut against the top surface of the first support rod to limit the crossbar in the horizontal direction. The traction limiting structure includes a winch fixed on the top of the limiting platform away from the lifting hydraulic cylinder. A traction rope is connected between the winch and the third support rod. The winch retracts and releases the traction rope to drive the third support rod to rotate around the hinge axis until it abuts against or leaves the limiting platform. The lifting hydraulic cylinder pushes upward or moves downward, causing the second support rod to rotate around the hinge axis.

7. The construction technology of steel pipe pile structure on inclined hard rock surface with high flow velocity as described in claim 5, characterized in that, The grooved guide frame includes an upper guide frame and a lower guide frame. The upper and lower guide frames are respectively equipped with positioning steel pipes evenly arranged circumferentially. Each positioning steel pipe is set with the A hole position corresponding to the inner ring groove and the outer ring groove. The positioning steel pipes adjacent to each other in the same ring are welded together by horizontal steel plates. The positioning steel pipes in the same layer are welded together by inner steel plates. The outer sides of the vertically adjacent positioning steel pipes are welded together by vertical steel plates. After the grooved guide frame is aligned with the central axis of the steel pipe pile by the second roller, the top is temporarily welded to the steel platform or the support platform.

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