Permeable pile foundation and composite gravity type combined structure launching ramp construction method

Abstract

The invention discloses a permeable pile foundation and composite gravity type combined structure launching ramp construction method which comprises the steps of S1, pile row construction, S2, upstream face pipe pile construction, S3, concrete beam pouring, S4, steel sheet pile construction, S5, riprap and friction steel pipe pile construction, S6, ramp panel installation and the like. Therefore, the whole construction process of the permeable pile foundation and composite gravity type combined structure launching ramp is completed. According to the permeable pile foundation and composite gravity type combined structure launching ramp construction method, cofferdam drainage construction is not needed, compared with a traditional solid concrete structure or a cast-in-situ bored concrete frame structure, the project amount, the construction period and the construction cost of whole structure construction are greatly reduced, the structure is stable, and reliability is good.

Description

Technical Field

[0001] The present invention relates to the technical field of construction engineering, and specifically to a construction method for a launching ramp with a combined structure of open - pile foundation and composite gravity type. Background Art

[0002] Facilities such as small ships often enter the water or land through a launching ramp. Compared with the method of using a shipyard or a ship hoist to assist the ship in entering the water or landing, the launching ramp does not require the aid of large - scale equipment, and uses the buoyancy of water to make the ship enter the water or land, saving costs, energy, and being economical, environmentally friendly. Therefore, the launching ramp needs to extend below the lowest water level of the water area where the ship enters the water or lands to ensure that the ship can enter the water or land through the launching ramp under any water level conditions.

[0003] Currently, traditional launching ramps are generally solid concrete structures or post - cast concrete frame structures, and before the concrete pouring, cofferdam drainage construction or bored concrete pouring is required, and their construction workload is very large, the cycle is long, and the cost is high. Summary of the Invention

[0004] The purpose of the present invention is to provide a construction method for a launching ramp with a combined structure of open - pile foundation and composite gravity type to solve the above - mentioned defects.

[0005] In order to achieve the above purpose, the present invention provides the following technical solutions:

[0006] A construction method for a launching ramp with a combined structure of open - pile foundation and composite gravity type, including the following steps:

[0007] A construction method for a launching ramp with a combined structure of open - pile foundation and composite gravity type of the present invention includes the following steps:

[0008] S1. Sheet - pile construction:

[0009] According to the design drawings, a number of prestressed pipe piles evenly distributed at equal distances horizontally and vertically are successively penetrated into the water area shore and the water area; from the water area shore to the water area, the heights of the prestressed pipe piles evenly distributed at equal distances gradually decrease;

[0010] S2. Construction of the water - facing pipe piles:

[0011] At a certain distance from the outermost prestressed pipe piles in the water area, two rows of water - facing pipe piles arranged longitudinally are installed and successively penetrated into the water body, soil layer and soil bearing layer in the water area;

[0012] S3. Concrete beam pouring:

[0013] Formwork is installed at the tops of a number of prestressed pipe piles evenly distributed at equal distances horizontally and vertically, and at the tops of two rows of pipe piles facing the water surface. Then, steel bars are tied and concrete is poured to construct longitudinal beams and cross beams in an inclined grid-like structure at the tops of the number of prestressed pipe piles, and a tie beam is constructed at the tops of the two rows of pipe piles facing the water surface.

[0014] S4. Steel sheet pile construction:

[0015] When pouring the tie beam, a steel sheet pile guide groove is reserved at its top. The steel sheet piles are driven into the water body, soil layer and soil bearing layer in the water area from top to bottom through the steel sheet pile guide groove, so that the tops of the steel sheet piles do not protrude from the top surface of the tie beam. Then, stones are thrown on the soil layer inside the steel sheet piles to form a bottom protection riprap. Then, concrete is poured into the gap between the upper end of the steel sheet pile and the inner wall of the steel sheet pile guide groove after pouring the pile top.

[0016] S5. Riprap and friction steel pipe pile construction:

[0017] Stones are thrown into the water body in a certain range of water area outside the steel sheet piles. After the stones settle and stabilize on the soil layer, a gravel cushion layer is formed. According to the design requirements, a number of friction steel pipe piles are successively driven into the gravel cushion layer and the soil layer at equal distances. Stones are thrown between the friction steel pipe piles above the gravel cushion layer until they are flush with the tops of the friction steel pipe piles, thus forming a core riprap. A surface riprap composed of a number of stones is laid above the core riprap and the friction steel pipe piles. Finally, a right trapezoidal riprap toe is constructed with stones on the soil layer in the water area outside the gravel cushion layer, the core riprap and the surface riprap, thus forming a riprap assembly.

[0018] S6. Installation of ramp panel:

[0019] The ramp panel is installed on the longitudinal beams and cross beams in an inclined grid-like structure, and the ramp panel is closely attached to the outer wall of the tie beam, and the lower position of the ramp panel is flush with the top surface of the tie beam. An inclined underwater panel of the launching ramp is laid on the surface riprap, and the upper end of the underwater panel of the launching ramp is hinged to the embedded end of the tie beam, thus completing the entire construction process of the launching ramp of the open-pile foundation and composite gravity combination structure.

[0020] Preferably, in step S1, the prestressed pipe piles located on the shore of the water area are directly driven into the soil bearing layer on the shore of the water area, while the prestressed pipe piles located in the water area are successively driven into the water body, soil layer and soil bearing layer in the water area.

[0021] Preferably, in step S3, a number of parallel longitudinal beams are respectively arranged on the longitudinal prestressed pipe piles, and a number of parallel cross beams are respectively arranged on the transverse prestressed pipe piles; in steps S and S, a number of longitudinal beams, a number of cross beams and the ramp panel form an inclined launching ramp above-water assembly.

[0022] Preferably, in step S5, the height of the crushed stone cushion is not uniform. The height at a certain point is the height from the section design elevation of the underwater ramp where it is located to the height of the soil layer, and is not less than m; for the friction steel pipe pile, the anchoring end embedded in the soil layer is half of the total pile length, and its pile top elevation is the height from the section design elevation of the underwater ramp where it is located to the height of the soil layer, ; for the surface layer riprap, its elevation is the same as the section design elevation of the underwater ramp where it is located.

[0023] Preferably, in step S5, for the friction steel pipe pile, the spacing between piles is times the pile diameter; several friction steel pipe piles are evenly distributed at equal distances horizontally and longitudinally. The pile driving sequence is as follows: horizontally, driving piles from the crossbeam towards the riprap toe, and longitudinally, driving piles from the center axis of the crossbeam towards both sides.

[0024] Preferably, in step S1, before driving several prestressed pipe piles, four reference pipe piles arranged in a rectangle are driven into the soil bearing layer on the shore of the water area outside the planned installation area of the prestressed pipe piles or into the water body of the water area in advance. Two longitudinal connecting rods with different heights are arranged between the two longitudinal reference pipe piles for connection. Transverse connecting rods are arranged between the two transverse reference pipe piles above and below the two longitudinal connecting rods with different heights for connection. That is, one longitudinal connecting rod and the two adjacent transverse connecting rods with different heights form a group, with a total of two groups of connecting rods; then two pipe pile installation auxiliary devices are suspended inside the reference pipe piles arranged in a rectangle and installed on the two groups of connecting rods respectively; finally, through the sliding of the pipe pile installation auxiliary devices on the longitudinal connecting rods and transverse connecting rods and their limiting effects, several prestressed pipe piles are successively driven into the predetermined planned positions and into the soil bearing layer on the shore of the water area or the water body of the water area.

[0025] Preferably, the pipe pile installation auxiliary device is composed of a pipe pile limiting device and a sliding support assembly;

[0026] The pipe pile limiting device includes an L-shaped base plate and a pipe pile limiting component installed on the inner end face of the L-shaped base plate. There are two L-shaped base plates. One end of the two L-shaped base plates is hinged through a hinge shaft and relatively rotated by a motor, and the other end is provided with a locking joint and is controlled by a motor to be closed and locked and released from restraint; there are four pipe pile limiting components, which are symmetrically installed on the four inner end faces of the two L-shaped base plates respectively. The pipe pile limiting components all include a baffle component and a roller component; the baffle component consists of a limiting baffle and a first limiting spring component. The limiting baffle is obliquely hinged on the inner end face of the L-shaped base plate, and the first limiting spring component is installed between the limiting baffle and the inner end face of the L-shaped base plate; the roller component consists of a roller and a second limiting spring component. The second limiting spring component is horizontally arranged below the limiting baffle, and the roller is installed at the front end of the second limiting spring component. The rear end of the second limiting spring component is fixed on the inner end face of the L-shaped base plate through a pressure sensor.

[0027] The sliding support component includes fixed support rods and an I-shaped bracket. There are four fixed support rods that are parallel and symmetric to each other, and one end of each of them is fixed on the outer end face of one of the two L-shaped base plates. Sliding sleeves one are arranged on the fixed support rods. The four end parts of the I-shaped bracket are respectively fixed on the four sliding sleeves one; sliding sleeves two are installed on both transverse connecting rods. A longitudinal lead screw is fixedly installed between the two sliding sleeves two and is rotated by a longitudinal lead screw motor. The longitudinal lead screw is threadedly connected to the I-shaped bracket; a sliding sleeve three is installed on one of the longitudinal connecting rods. The sliding sleeve three is threadedly connected to a transverse lead screw. The end of the transverse lead screw passes through the I-shaped bracket through a bearing and is rotated by a transverse lead screw motor.

[0028] Preferably, the I-shaped bracket consists of two longitudinal connecting beam rods and a vertical connecting column rod. The end of the transverse lead screw passes through the center of the connecting column rod through a bearing. Screw bases are fixedly installed on the upper end faces of the two sliding sleeves one located above and the lower end faces of the two sliding sleeves one located below. Longitudinal threaded holes are arranged in the screw bases. There are two longitudinal lead screws, which respectively pass through the threaded holes of the two screw bases located above and the threaded holes of the two screw bases located below, and the external threads of the longitudinal lead screws match the internal threads of the threaded holes of the screw bases.

[0029] Preferably, the pipe pile limiting device further includes a limiting component housing and a limiting rod. There are two of each of the limiting component housing and the limiting rod, and they are respectively installed on the two end faces inside the bottom plate of the L-shaped base; the limiting component housing includes two side panels, a bottom plate, an upper end plate and a front end plate. The upper end plate is installed on the inner end face of the bottom plate of the L-shaped base above the limiting baffle. The two side panels are both fixed on the inner end face of the base bottom plate, and their upper ends are fixed on the lower end face of the upper end plate. The bottom plate is installed between the bottoms of the two side panels; the limiting baffle, the first limiting spring assembly and the second limiting spring assembly are all installed on the inner end face of the base bottom plate inside the limiting component housing, and the lower end of the limiting baffle is suspended outside the limiting component housing; the limiting rod is installed below the limiting baffle and fixed between the two side panels. The front end plate is installed between the front ends of the two side panels between the limiting rod and the second limiting spring assembly. The front end of the second limiting spring assembly and the roller are suspended outside the limiting component housing.

[0030] Preferably, both the first limiting spring assembly and the second limiting spring assembly are composed of an inner telescopic rod, an outer sleeve tube and a telescopic spring. The rear end of the inner telescopic rod is inserted into the front end of the outer sleeve tube. The telescopic spring is sleeved outside the inner telescopic rod and the outer sleeve tube, and its two ends are respectively fixed on the outer walls of the inner telescopic rod and the outer sleeve tube; the front end of the inner telescopic rod and the rear end of the outer sleeve tube of the first limiting spring assembly are respectively hinged on the limiting baffle and the bottom plate of the L-shaped base. The roller is installed at the front end of the inner telescopic rod of the second limiting spring assembly. The rear end of the outer sleeve tube of the second limiting spring assembly is fixed on the front side end face of the bottom plate of the L-shaped base through a pressure sensor.

[0031] The beneficial effects of the present invention are as follows:

[0032] The construction method of the launching ramp with the combined structure of the open-type pile foundation and the composite gravity type of the present invention constructs a row of piles by arranging a number of prestressed pipe piles at equal distances horizontally and longitudinally, and then pours the cross beam and longitudinal beam on the top. Then, two rows of water-facing pipe piles arranged longitudinally are used to provide support for the tie beam and steel sheet piles and realize the retaining of water, so as to construct the launching ramp of the open-type pile foundation structure above the normal water level; the launching ramp below the normal water level is constructed by friction steel pipe piles, a rockfill component and the launching ramp underwater panel. The construction method of the launching ramp with the combined structure of the open-type pile foundation and the composite gravity type of the present invention does not require cofferdam drainage construction. Compared with the traditional solid concrete structure or bored cast-in-place concrete frame structure, the engineering quantity, construction period and construction cost of the whole structure construction are greatly reduced, and the structure is stable and reliable. Description of the Drawings

[0033] Figure 1 : The process flow chart of the present invention;

[0034] Figure 2: Schematic structural view of the open - type pile foundation and composite gravity - type combined structure launching ramp of the present invention;

[0035] Figure 3 : Schematic structural view of the launching ramp with an open - type pile foundation structure of the present invention;

[0036] Figure 4 : Front - view of the structure of the pipe pile installation auxiliary device of the present invention;

[0037] Figure 5 : Top - view of the structure of the pipe pile installation auxiliary device of the present invention;

[0038] Figure 6 : Top - view of the installation structure of the pipe pile installation auxiliary device of the present invention;

[0039] Figure 7 : Left - view of the structure of the pipe pile limiting component of the pipe pile installation auxiliary device of the present invention;

[0040] Figure 8 : Front - view of the structure of the pipe pile limiting component of the pipe pile installation auxiliary device of the present invention. Detailed implementation manners

[0041] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all of the embodiments.

[0042] Embodiment 1:

[0043] Combined with the attached Figures 1-3 , the specific implementation manners of the present invention are described as follows:

[0044] As Figures 1-3 shown, the construction method of the open - type pile foundation and composite gravity - type combined structure launching ramp of the present invention includes the following steps:

[0045] S1. Row - pile construction:

[0046] According to the design drawings, a number of prestressed pipe piles 1 evenly distributed at equal distances horizontally and vertically are successively penetrated into the waterside and the water area; from the waterside to the water area, the heights of the evenly distributed prestressed pipe piles 1 gradually decrease.

[0047] S2. Construction of the water - facing pipe piles:

[0048] At a certain distance from the outermost prestressed pipe piles 1 in the water area, two rows of water - facing pipe piles 3 arranged longitudinally are installed and successively penetrated into the water body 300, the soil layer 200 and the soil bearing layer 100 in the water area.

[0049] S3. Concrete beam pouring:

[0050] Formwork is installed at the tops of a number of prestressed pipe piles 1 evenly distributed at equal distances horizontally and vertically, and at the tops of two rows of waterfront pipe piles 3. Then, steel bars are tied and concrete is poured to construct longitudinal beams 21 and cross beams 22 in an inclined grid-like structure at the tops of the number of prestressed pipe piles 1, and a tie beam 4 is constructed at the tops of the two rows of waterfront pipe piles 3.

[0051] S4. Steel sheet pile construction:

[0052] When pouring the tie beam 4, a steel sheet pile guide groove 42 is reserved at its top. The steel sheet piles 5 are penetrated from top to bottom through the steel sheet pile guide groove 42 and successively penetrated into the water body 300, the soil layer 200 and the soil bearing stratum 100 in the water area, so that the tops of the steel sheet piles 5 do not protrude from the top surface of the tie beam 4. Then, riprap 51 is thrown on the soil layer 200 inside the steel sheet piles 5, and then concrete 43 is poured after pouring the pile top in the gap between the upper ends of the steel sheet piles 5 and the inner wall of the steel sheet pile guide groove 42.

[0053] S5. Riprap and friction steel pipe pile construction:

[0054] Riprap is thrown into the water body 300 in a certain range outside the steel sheet piles 5. After the riprap has settled and stabilized on the soil layer 200, a crushed stone cushion layer 81 is formed. According to the design requirements, a number of friction steel pipe piles 85 are successively penetrated into the crushed stone cushion layer 81 and the soil layer 200 at equal distances. Riprap is thrown between the friction steel pipe piles 85 above the crushed stone cushion layer 81 until it is flush with the tops of the friction steel pipe piles 85, thereby forming a core riprap 82. A surface riprap 83 composed of a number of stones is laid above the core riprap 82 and the friction steel pipe piles 85. Finally, a right trapezoidal riprap toe 84 is constructed with stones on the soil layer 200 in the water area outside the crushed stone cushion layer 81, the core riprap 82 and the surface riprap 83, thereby forming a riprap assembly 8.

[0055] S6. Ramp panel installation:

[0056] The ramp panel 23 is installed on the longitudinal beams 21 and cross beams 22 in an inclined grid-like structure, and the ramp panel 23 is closely attached to the outer wall of the tie beam 4, and the lower position of the ramp panel 23 is flush with the top surface of the tie beam 4. An inclined underwater panel 9 of the launching ramp is laid on the surface riprap 83, and the upper end of the inclined underwater panel 9 of the launching ramp is hinged to the embedded end of the tie beam 4, thus completing the entire construction process of the launching ramp of the open-type pile foundation and composite gravity type combined structure.

[0057] Construction method for launching ramp of combined structure of open - type pile foundation and composite gravity type. The method constructs a row of piles by arranging a number of prestressed pipe piles 1 equidistantly in the transverse and longitudinal directions, and pours the cross beam 22 and longitudinal beam 21 on their tops. Then, two rows of water - facing pipe piles 3 arranged longitudinally provide support for the tie beam 4 and steel sheet piles 5 and achieve the retention of water body, thus constructing the launching ramp of the open - type pile foundation structure above the normal water level. The launching ramp below the normal water level is constructed by friction steel pipe piles 85, riprap components 8 and the launching ramp underwater panel 9.

[0058] The construction method for launching ramp of the combined structure of open - type pile foundation and composite gravity type of the present invention does not require cofferdam drainage construction. Compared with the traditional solid concrete structure or bored cast - in - place concrete frame structure, it greatly reduces the construction quantity, construction period and construction cost of the whole structure, and has a stable structure and good reliability.

[0059] Example 2:

[0060] Combined with the attached Figures 1-8 , the specific implementation manners of the present invention are described as follows:

[0061] As Figures 1-8 shown, a construction method for launching ramp of a combined structure of open - type pile foundation and composite gravity type of the present invention includes the following steps:

[0062] S1. Construction of row of piles:

[0063] According to the design drawings, a number of prestressed pipe piles 1 arranged equidistantly in the transverse and longitudinal directions are successively driven into the waterside and the water area. From the waterside to the water area, the heights of the equidistantly arranged prestressed pipe piles 1 gradually decrease.

[0064] Among them, the prestressed pipe piles 1 located on the waterside are directly driven into the soil bearing layer 100 of the waterside, while the prestressed pipe piles 1 located in the water area are successively driven into the water body 300, soil layer 200 and soil bearing layer 100 in the water area.

[0065] Before several prestressed pipe piles 1 are jacked into the pile, four reference pipe piles 400 arranged in a rectangle are pre-jacked into the soil bearing layer 100 on the shore of the water area outside the planned installation area of the prestressed pipe pile 1 and the waterfront pipe pile 3 or the water body 300 of the water area. Two longitudinal connecting rods 401 with different heights are arranged between the two longitudinal reference pipe piles 400 for connection. Transverse connecting rods 402 are arranged between the two transverse reference pipe piles 400 above and below the two longitudinal connecting rods 401 with different heights for connection. That is, one longitudinal connecting rod 401 and the two transverse connecting rods 402 at its adjacent height form a group, with a total of two groups of connecting rods. Then, two pipe pile installation auxiliary devices are suspended inside the reference pipe piles 400 arranged in a rectangle and are respectively installed on the two groups of connecting rods. That is, the pipe pile installation auxiliary devices are fixedly installed through the sliding sleeve three 76 sleeved on one longitudinal connecting rod 401, the transverse screw rod 75, the two sliding sleeves two sleeved on the two transverse connecting rods 402 respectively, and the two longitudinal screw rods 731. Finally, under the sliding and limiting action of the two pipe pile installation auxiliary devices on the longitudinal connecting rod 401 and the transverse connecting rod 402, several prestressed pipe piles 1 are successively jacked into the predetermined planned position and jacked into the soil bearing layer 100 on the shore of the water area or the water body 300 of the water area.

[0066] The pipe pile installation auxiliary device consists of a pipe pile limiting device 6 and a sliding support assembly 7.

[0067] The sliding support assembly 7 includes fixed support rods 71 and an I-shaped support. There are four fixed support rods 71 that are parallel and symmetric to each other, and one end of each of them is fixed to the rear end of the pipe pile limiting device 6. Sliding sleeves one 711 are arranged on the fixed support rods 71. The I-shaped support consists of two longitudinal connecting beam rods 72 and a vertical connecting column rod 74. The four ends of the I-shaped support are respectively fixed on the four sliding sleeves one 711.

[0068] A sliding sleeve three 76 is installed on one longitudinal connecting rod 401. The sliding sleeve three 76 is threadedly connected to a transverse screw rod 75. The end of the transverse screw rod 75 passes through the center of the connecting column rod 74 of the I-shaped support through a bearing 741 and is controlled to rotate by a transverse screw rod motor 751. By controlling the transverse screw rod 75 to rotate in the connecting column rod 74 by the transverse screw rod motor 751, during the rotation of the transverse screw rod 75, the transverse screw rod 75 and the connecting column rod 74 do not undergo displacement changes, while the transverse screw rod 75 rotates and expands and contracts in the sliding sleeve three 76, thereby driving the I-shaped support and the pipe pile limiting device 6 to adjust their positions in the transverse direction.

[0069] Two transverse connecting rods 402 are each installed with a second sliding sleeve. A longitudinal lead screw 731 is fixedly installed between the two second sliding sleeves and is controlled to rotate by a longitudinal lead screw motor 732. The longitudinal lead screw 731 is threadedly connected to the I-shaped bracket. The upper end faces of the two first sliding sleeves 711 located above and the lower end faces of the two first sliding sleeves 711 located below are each fixedly installed with a lead screw base 73. A longitudinal threaded hole is provided in the lead screw base 73. There are two longitudinal lead screws 731, which respectively penetrate through the threaded holes of the two lead screw bases 73 located above and the threaded holes of the two lead screw bases 73 located below. And the external thread of the longitudinal lead screw 731 coincides with the internal thread of the threaded hole of the lead screw base 73. By controlling the longitudinal lead screw 731 to rotate through the longitudinal lead screw motor 732, the position of the I-shaped bracket and the pipe pile limiting device 6 in the longitudinal direction can be adjusted.

[0070] The pipe pile limiting device 6 includes an L-shaped base bottom plate 61, a pipe pile limiting component installed on the inner end face of the L-shaped base bottom plate 61, a limiting component housing 62 and a limiting rod 65.

[0071] There are two L-shaped base bottom plates 61. The four fixed support rods 71 are all fixed on the outer end face of one of the L-shaped base bottom plates 61 of the pipe pile limiting device 6. One end of the two L-shaped base bottom plates 61 is hinged by a hinge shaft and is controlled to rotate relative to each other by a motor. The other end is provided with a locking joint and is controlled by a motor to be closed and locked and released from restraint.

[0072] There are two limiting component housings 62 and two limiting rods 65, and they are respectively installed on the two end faces on the inner side of the L-shaped base bottom plate 61. The limiting component housing 62 includes two side panels 621, a bottom plate 622, an upper end plate 623 and a front end plate 624. The upper end plate 623 is installed on the inner end face of the L-shaped base bottom plate 61 above the limiting baffle 63. The two side panels 621 are both fixed on the inner end face of the base bottom plate 61 and their upper ends are fixed on the lower end face of the upper end plate 623. The bottom plate 622 is installed between the bottoms of the two side panels 621. The front end plate 624 is installed between the fronts of the two side panels 621. That is, two holes are provided on the front side end face of the limiting component housing 62, which are respectively located between the upper end plate 623 and the front end plate 624, and between the front end plate 624 and the bottom plate 622. The limiting rod 65 is installed below the limiting baffle 63 and is fixed between the two side panels 621.

[0073] There are four pipe pile limiting components, which are symmetrically installed on the four inner end faces of the two L-shaped base bottom plates 61.

[0074] The pipe pile limiting components each include a baffle component and a roller component.

[0075] The baffle component consists of a limit baffle 63 and a first limit spring assembly 64. The limit baffle 63 is hinged to the inner end face of the L-shaped base plate 61 in an inclined shape with the front end lower and the rear end higher, that is, the rear end of the limit baffle 63 is hinged to the inner end face of the L-shaped base plate 61 inside the limit component housing 62, and the front end of the limit baffle 63 passes through a hole provided on the front side end face of the limit component housing 62 located between the upper end plate 623 and the front end plate 624 and is suspended outside the limit component housing 62. The first limit spring assembly 64 is installed between the limit baffle 63 and the inner end face of the L-shaped base plate 61.

[0076] The roller component consists of a roller 66 and a second limit spring assembly 67. The second limit spring assembly 67 is horizontally arranged below the limit baffle 63, and the roller 66 is installed at the front end of the second limit spring assembly 67. The front end of the second limit spring assembly 67 and the roller 66 are suspended outside the limit component housing 62, and the rear end of the second limit spring assembly 67 is fixed to the inner end face of the L-shaped base plate 61 through a pressure sensor 68.

[0077] Both the first limit spring assembly 64 and the second limit spring assembly 67 are composed of an inner telescopic rod, an outer sleeve tube, and a telescopic spring. The rear end of the inner telescopic rod is inserted into the front end of the outer sleeve tube, the telescopic spring is sleeved outside the inner telescopic rod and the outer sleeve tube, and its two ends are respectively fixed to the outer walls of the inner telescopic rod and the outer sleeve tube; the front end of the inner telescopic rod and the rear end of the outer sleeve tube of the first limit spring assembly 64 are respectively hinged to the limit baffle 63 and the L-shaped base plate 61, the roller 66 is installed at the front end of the inner telescopic rod of the second limit spring assembly 67, and the rear end of the outer sleeve tube of the second limit spring assembly 67 is fixed to the front side end face of the L-shaped base plate 61 through a pressure sensor 68.

[0078] During the installation and use of the pipe pile installation auxiliary device, the specific steps are as follows:

[0079] (1) Before several prestressed pipe piles 1 are driven into the pile, four reference pipe piles 400 arranged in a rectangle are pre-driven into the soil bearing layer 100 on the shore of the water area outside the planned installation area of the prestressed pipe piles 1 or into the water body 300 of the water area; then two longitudinal connecting rods 401 with different heights are arranged and connected between the two longitudinal reference pipe piles 400, and transverse connecting rods 402 are arranged and connected between the two transverse reference pipe piles 400 at the upper and lower positions of the two longitudinal connecting rods 401 with different heights, that is, one longitudinal connecting rod 401 and the two transverse connecting rods 402 at its adjacent height form a group, and there are a total of two groups of connecting rods.

[0080] (2) Suspend two pipe pile installation auxiliary devices inside the reference pipe piles 400 arranged in a rectangular pattern and install them on two groups of connecting rods respectively. That is, the pipe pile installation auxiliary devices are fixedly installed through the sliding sleeve three 76 sleeved on a longitudinal connecting rod 401, the transverse screw rod 75, and two sliding sleeves two and two longitudinal screw rods 731 sleeved on two transverse connecting rods 402 respectively.

[0081] (3) In both of the two pipe pile installation auxiliary devices, the rotation of the transverse screw rod 75 is controlled by the transverse screw rod motor 751 to drive the position adjustment of the I-shaped bracket of the sliding bracket assembly 7 and the pipe pile limiting device 6 in the transverse direction; the rotation of the longitudinal screw rod 731 is controlled by the longitudinal screw rod motor 732 to drive the position adjustment of the I-shaped bracket of the sliding bracket assembly 7 and the pipe pile limiting device 6 in the longitudinal direction; when the pipe pile limiting devices 6 of the two pipe pile installation auxiliary devices are both adjusted to the predetermined installation position of the first prestressed pipe pile 1, the transverse screw rod motor 751 and the longitudinal screw rod motor 732 both stop working.

[0082] (4) In the pipe pile limiting devices 6 of the two pipe pile installation auxiliary devices, the rotation of the hinge shaft at the connection of one end of the two L-shaped base plates 61 is controlled by the motor, so as to control the two L-shaped base plates 61 to close, and the locking joints at the connection of the other ends of the two L-shaped base plates 61 are closed and locked.

[0083] At this time, the four rollers 66 in the pipe pile limiting device 6 are symmetrically arranged and do not contact each other (that is, the limiting spring assembly two 67 is in a free stretching state), and record the heights of the rollers 66 of the two pipe pile limiting devices 6 as H1 and H2 respectively, and H1 < H2, with the unit of centimeter; taking the center point O of the pipe pile limiting device 6 (located between the four rollers 66, that is, the theoretically center point of the four rollers 66, and also the center point of the predetermined installation position of the prestressed pipe pile 1) as the center point, record the distances between the front ends of the eight rollers 66 of the two pipe pile limiting devices 6 and their center point O as L1 to L8 (theoretically, L1 to L8 should be exactly the same), with the unit of centimeter. Then input the recorded relevant data into the computer system connected through the pressure sensor 68.

[0084] (5) Hoist the first prestressed pipe pile 1 to the predetermined installation position and insert it from top to bottom. The lower end of the prestressed pipe pile 1 first passes through the limit block 63 of the pipe pile installation auxiliary device located above and penetrates between the four rollers 66 in its pipe pile limiting device 6 and is squeezed by all or part of the four rollers 66; continue to insert the prestressed pipe pile 1, and the lower end of the prestressed pipe pile 1 then passes through the limit block 63 of the pipe pile installation auxiliary device located below and penetrates between the four rollers 66 in its pipe pile limiting device 6 and is squeezed by all or part of its four rollers 66.

[0085] In the pipe pile limiting device 6, when the limiting baffle 63 receives an external force (such as the pressure of the prestressed pipe pile 1), it will rotate and cause the telescopic spring in the limiting spring assembly one 64 to contract. After the limiting baffle 63 rotates to a certain angle, it will be blocked by the limiting rod 65 and stop rotating. The prestressed pipe pile 1 will deflect and slide towards the center of the four limiting baffles 63 under the limiting block of the limiting baffle 63, so as to automatically adjust the downward penetration angle of the prestressed pipe pile 1 and continue to penetrate downward between the four rollers 66 of the pipe pile limiting device 6.

[0086] At this time, the computer system connected by the pressure sensor 68 monitors and displays the values of the 8 pressure sensors 68 of the two pipe pile installation auxiliary devices in real time, which are respectively recorded as F1~F8, and the unit is N.

[0087] According to the relationship between the force and deformation of the telescopic spring F = kx, where F is the force on the telescopic spring, k is the deformation coefficient of the telescopic spring, and x is the deformation of the telescopic spring; and then through the change of the value of the pressure sensor 68, the change value of the deformation of the telescopic spring of the limiting spring assembly two 67 connected to each roller 66 can be automatically calculated, which are respectively x1~x8, and the unit is centimeter. Therefore, the actual distance between each roller 66 and its center point O at this time can be automatically calculated, which are respectively: L1 + x1, L2 + x2, L3 + x3, ……, L7 + x7, L8 + x8, a total of eight data. The closer the sizes of these eight data are, the closer the center point of the actual installation position of the prestressed pipe pile 1 is to the center point of its predetermined installation position; on the contrary, the greater the deviation of the center point of the actual installation position of the prestressed pipe pile 1. Through the real-time display of these eight data, the actual installation position of the prestressed pipe pile 1 can be roughly judged.

[0088] Since the positions of the eight rollers 66 are fixed, for example: the four rollers 66 numbered 1~4 are respectively located in the four directions of east, south, west, and north in the upper part, and the four rollers 66 numbered 5~8 are respectively located in the four directions of east, south, west, and north in the lower part; by calculating (L4 + x4)-(L1 + x4), the offset amount of the upper and lower two rollers 66 in the due east direction of the prestressed pipe pile 1 in the due east direction can be calculated, and then through the height difference (H2 - H1) of the upper and lower two rollers 66, the offset angle of the prestressed pipe pile 1 in the due east direction can be calculated; similarly, the offset angles of the prestressed pipe pile 1 in other directions can be calculated. Therefore, through the computer system, the offset direction and offset angle of the prestressed pipe pile 1 being installed can be monitored, calculated, and displayed in real time.

[0089] (6) Based on the data recorded by the computer system and through the computer system program, automatically calculate the actual installation position deviation direction and deviation amount of the prestressed pipe pile 1, and the up and down deviation angles of the prestressed pipe pile 1. If the calculated deviation angle of the steel sheet pile 5 is greater than the set threshold, the computer system will automatically alarm, and the operator will timely adjust the penetration direction and penetration position of the prestressed pipe pile 1. After meeting the requirements, directly penetrate the prestressed pipe pile 1 into the soil bearing layer 100 along the water area shore or sequentially penetrate it into the water body 300, soil layer 200 and soil bearing layer 100 in the water area.

[0090] (7) In the pipe pile limiting devices 6 of the two pipe pile installation auxiliary devices, the locking joints at the other end connections of the two L-shaped base plates 61 are released from restraint by controlling the motor, and then the hinge shafts at the one end connections of the two L-shaped base plates 61 are rotated by controlling the motor, so as to control the two L-shaped base plates 61 to open, so as to release the limit fixation of the first installed prestressed pipe pile 1.

[0091] (8) Similarly, by repeating the operation of step (3), when the pipe pile limiting devices 6 of the two pipe pile installation auxiliary devices are both adjusted to the predetermined installation position of the next prestressed pipe pile 1, then repeat steps (4) to (7) to realize the auxiliary installation of the next prestressed pipe pile 1; until all the prestressed pipe piles 1 are installed.

[0092] S2. Construction of the water-facing pipe piles:

[0093] At the planned design position at a certain distance from the outermost prestressed pipe pile 1 in the water area, similarly, use the pipe pile installation auxiliary device to sequentially penetrate the two rows of water-facing pipe piles 3 arranged longitudinally into the water body 300, soil layer 200 and soil bearing layer 100 in the water area. Then sequentially remove the two pipe pile installation auxiliary devices and the reference pipe pile 400.

[0094] There are several water-facing pipe piles 3 and they are evenly distributed in two longitudinal rows at equal distances. The water-facing pipe piles 3 are arranged in a denser pattern. The distance between two adjacent water-facing pipe piles 3 in each longitudinal row of water-facing pipe piles 3 is less than the distance between two adjacent prestressed pipe piles 1, which can provide greater supporting force and protection force and better stability.

[0095] S3. Pouring of the concrete beam:

[0096] Several prestressed pipe piles 1 are densely arranged at equal distances horizontally and longitudinally. Install the formwork on the tops of several prestressed pipe piles 1 evenly distributed horizontally and longitudinally, then bind the steel bars and pour the concrete to construct the longitudinal beams 21 and cross beams 22 in an inclined grid-like structure. There are several parallel cross beams 22 and they are respectively arranged on the horizontal prestressed pipe piles 1. Several longitudinal beams 21 and cross beams 22 form an inclined grid-like structure.

[0097] Formwork is installed at the tops of the two rows of water-facing pipe piles 3, and then steel bars are tied and concrete is poured to construct the tie beam 4, that is, the tie beam 4 is arranged at the tops of the two longitudinal rows of water-facing pipe piles 3 and is formed by pouring concrete. The tie beam 4 includes a tie beam body 41, and a longitudinal steel sheet pile guiding groove 42 is reserved in the center of the top end when the tie beam body 41 is poured.

[0098] The liquid level height of the water body 300 changes, which is divided into a low water level line 301 and a normal water level line 302. The tie beam 4 is located above the low water level line 301 and the top surface of the tie beam 4 is not lower than the normal water level line 302, which can ensure that the tie beam 4 is exposed above the water surface for a long time.

[0099] S4. Steel sheet pile construction:

[0100] When the tie beam 4 is poured, a steel sheet pile guiding groove 42 is reserved at its top end. The steel sheet pile 5 is penetrated from top to bottom through the steel sheet pile guiding groove 42 and is successively penetrated into the water body 300, the soil layer 200 and the soil bearing layer 100 in the water area, so that the top end of the steel sheet pile 5 does not protrude from the top surface of the tie beam 4, and the lower end of the steel sheet pile 5 is located between the two longitudinal rows of water-facing pipe piles 3.

[0101] Then, riprap 51 is thrown on the soil layer 200 inside the steel sheet pile 5. The riprap 51 is composed of several stones and is thrown and relies on its own weight to collapse on the soil layer 200 inside the steel sheet pile 5. Its structure is approximately a right triangle, and the bottom part of some stones is immersed in the soil layer 200, and the height of the part above the soil layer 200 is 1 / 3 of the height of the part of the water-facing pipe pile 3 above the soil layer 200.

[0102] Finally, concrete 43 is poured into the gap between the upper end of the steel sheet pile 5 and the inner wall of the steel sheet pile guiding groove 42 to ensure the stability of the steel sheet pile 5. The steel sheet pile 5 is installed between the two rows of water-facing pipe piles 3 and cannot retain the water body 300, preventing erosion of the soil bearing layer 100 on the shore of the water area caused by the fluctuation of the water body 300 when small ships and other facilities often enter or land through the launching ramp 2.

[0103] S5. Riprap and friction steel pipe pile construction:

[0104] S51. Riprap is thrown into the water body 300 in a certain range of water area outside the steel sheet pile 5. After the stones settle and stabilize on the soil layer 200, a crushed stone cushion layer 81 is formed.

[0105] The crushed stone cushion layer 81 is composed of several stones and is laid on the soil layer 200 by means of throwing and relying on its own weight. Some of the stones at the bottom are immersed in the soil layer 200 by their own weight. The crushed stone cushion layer 81 uses block stones with a weight of 1 to 50 kg for reasonable grading, which not only plays the role of cushioning and protecting the bottom, but also has the effect of squeezing silt with stones, facilitating the leveling of the surface of the soil layer 200. At the same time, under the action of its own additional stress, the silt drains and consolidates, which is conducive to controlling uneven settlement. After the crushed stone cushion layer 81 is filled to the design elevation, the elevation is re-measured 48 hours later, and the areas that have settled due to silt consolidation are filled up again.

[0106] S52. According to the design requirements, a number of friction steel pipe piles 85 are successively and equidistantly penetrated into the crushed stone cushion layer 81 and the soil layer 200.

[0107] A number of friction steel pipe piles 85 are arranged at equal distances and are penetrated into the crushed stone cushion layer 81 and the soil layer 200 of the water body 300 outside the steel sheet pile 5. The spacing between the friction steel pipe piles 85 is 3 times the pile diameter. By reasonably arranging the spacing between the piles, it is convenient for pile sinking and can also play a role in compaction. After the elevation of the crushed stone cushion layer 81 is stable, the friction steel pipe piles 85 are driven. The pile sinking sequence of the friction steel pipe piles 85 is: gradually outward from the crossbeam 4 in the transverse direction and from the middle axis of the crossbeam 4 to both sides in the longitudinal direction. Driving the friction steel pipe piles 85 is conducive to giving full play to the compaction effect of the steel pipe piles on the soil, further consolidating the soil, and at the same time increasing the friction between the steel pipe piles and the soil, giving play to the role of friction piles.

[0108] S53. Throw stones between the friction steel pipe piles 85 above the crushed stone cushion layer 81 until it is flush with the top of the friction steel pipe piles 85, thus forming a core-filled rockfill 82.

[0109] The core-filled rockfill 82 is composed of several stones and is filled between several friction steel pipe piles 85 above the crushed stone cushion layer 81 and is flush with the height of the friction steel pipe piles 85. The core-filled rockfill 82 uses block stones with a weight of 1 to 300 kg for reasonable grading and serves as the main body of the launching ramp of the composite gravity structure. Its elevation is the same as that of the friction steel pipe piles 85 at its location. After the core-filled rockfill 82 is filled, the elevation is re-measured after the settlement is stable, and the areas that have sunk due to settlement are filled up again.

[0110] S54. Lay a surface layer rockfill 83 composed of several stones above the core-filled rockfill 82 and the friction steel pipe piles 85.

[0111] The surface layer riprap 83 is composed of several stones and is laid flat above the core riprap 82 and the friction steel pipe piles 85. The surface layer riprap 83 uses stones with a weight of 1 - 50 kg for reasonable grading. As the foundation for laying the underwater panel 9 of the launching ramp, it can prevent the friction steel pipe piles 85 from pushing out the underwater panel 9 of the launching ramp during uneven settlement, causing damage to the ships launching or landing. After the surface layer riprap 83 is filled and compacted, underwater slope trimming is carried out to ensure the smooth laying of the underwater panel 9 of the water ramp.

[0112] S55. Finally, a right trapezoidal riprap toe 84 is constructed with stones on the soil layer 200 in the outer waters of the gravel cushion layer 81, the core riprap 82, and the surface layer riprap 83.

[0113] The riprap toe 84 is composed of several stones and is placed on the soil layer 200 of the water body 300 in the outer waters of the gravel cushion layer 81, the core riprap 82, and the surface layer riprap 83. The riprap toe 84 is designed as a right trapezoid and is placed on the outermost side of the water area. It uses stones with a weight of 1 - 600 kg for reasonable grading, serving as a protection for the main structure and preventing scouring and erosion of the core riprap 82 and the surface layer riprap 83 under dynamic water conditions, which may cause structural damage.

[0114] The gravel cushion layer 81, the core riprap 82, the surface layer riprap 83, and the riprap toe 84 together form the riprap assembly 8.

[0115] S6. Installation of the ramp panel:

[0116] The ramp panel 23 is installed on the longitudinal beams 21 and cross beams 22 that form an inclined grid-like structure, and the ramp panel 23 is closely attached to the outer wall of the tie beam 4, and the lower position of the ramp panel 23 is flush with the top surface of the tie beam 4. Several longitudinal beams 21, several cross beams 22, and the ramp panel 23 form the inclined launching ramp above-water assembly 2, and a launching ramp with a hollow pile foundation structure above the normal water level is constructed.

[0117] The inclined underwater panel 9 of the launching ramp is laid on the surface layer riprap 83 to construct the launching ramp below the normal water level, thus completing the entire construction process of the launching ramp with a combined structure of a hollow pile foundation and a composite gravity type.

[0118] The upper end of the underwater panel 9 of the launching ramp is hinged to the pre-embedded end of the tie beam 4, enabling it to rotate around the hinge of the tie beam 4, avoiding the occurrence of step faults between the launching ramp with a hollow pile foundation structure above and the launching ramp with a composite gravity structure below during the secondary consolidation settlement of the launching ramp with a composite gravity structure, and ensuring the safe launching and landing of ship facilities.

[0119] Construction method of launching ramp with combined structure of open - type pile foundation and composite gravity type. The method constructs a row of piles by evenly distributing a number of prestressed pipe piles 1 at equal distances horizontally and longitudinally, and pours the cross beam 22 and longitudinal beam 21 on their tops. Then, two rows of water - facing pipe piles 3 arranged longitudinally provide support for the tie beam 4 and steel sheet pile 5 and realize the retaining of water body, so as to construct the launching ramp of the open - type pile foundation structure above the normal water level; the launching ramp below the normal water level is constructed by friction steel pipe piles 85, riprap components 8 and the launching ramp underwater panel 9.

[0120] The construction method of the launching ramp with the combined structure of the open - type pile foundation and the composite gravity type of the present invention does not require cofferdam drainage construction. Compared with the traditional solid concrete structure or bored cast - in - place concrete frame structure, it greatly reduces the construction quantity, construction period and construction cost of the whole structure, and has a stable structure and good reliability.

[0121] The above invention has been described exemplarily in combination with the drawings. Obviously, the specific implementation of the present invention is not limited by the above - mentioned manner. As long as this non - substantial improvement is made by adopting the method concept and technical solution of the present invention, or the concept and technical solution of the invention are directly applied to other occasions without improvement, they are all within the protection scope of the present invention.

Claims

1. A construction method for a launching ramp of a combined structure of open-ended pile foundation and composite gravity type, characterized in that, It includes the following steps: S1. Sheet pile construction: A number of prestressed pipe piles (1) evenly distributed at equal distances horizontally and vertically are successively driven into the water bank and the water area according to the design drawings; from the water bank to the water area, the heights of the prestressed pipe piles (1) evenly distributed at equal distances gradually decrease; S2. Construction of the water-facing pipe piles: At a certain distance from the outermost prestressed pipe pile (1) in the water area, two rows of water-facing pipe piles (3) arranged longitudinally are installed and successively driven into the water body (300), the soil layer (200) and the soil bearing layer (100) in the water area; S3. Casting of the concrete beam: Formworks are installed at the tops of a number of prestressed pipe piles (1) evenly distributed horizontally and vertically and at the tops of the two rows of water-facing pipe piles (3), then the steel bars are tied and the concrete is cast. A longitudinal beam (21) and a cross beam (22) in an inclined grid-like structure are constructed at the tops of the number of prestressed pipe piles (1), and a tie beam (4) is constructed at the tops of the two rows of water-facing pipe piles (3); S4. Steel sheet pile construction: A steel sheet pile guide groove (42) is reserved at the top during the casting of the tie beam (4). The steel sheet pile (5) is driven into the water body (300), the soil layer (200) and the soil bearing layer (100) in the water area from top to bottom through the steel sheet pile guide groove (42) so that the top of the steel sheet pile (5) does not protrude from the top surface of the tie beam (4); then stones are thrown on the soil layer (200) inside the steel sheet pile (5) to form a riprap mattress (51), and then concrete (43) is cast after the top of the steel sheet pile (5) is poured into the gap between the inner wall of the steel sheet pile guide groove (42); S5. Riprap and friction steel pipe pile construction: Stones are thrown into the water body (300) in a certain range outside the steel sheet pile (5). After the stones settle and stabilize on the soil layer (200), a crushed stone cushion (81) is formed; a number of friction steel pipe piles (85) are successively driven into the crushed stone cushion (81) and the soil layer (200) according to the design requirements; stones are thrown between the friction steel pipe piles (85) above the crushed stone cushion 81 until they are flush with the tops of the friction steel pipe piles (85), thus forming a core riprap (82); a surface riprap (83) composed of a number of stones is laid above the core riprap (82) and the friction steel pipe piles (85); finally, a right trapezoidal riprap toe (84) is constructed with stones on the soil layer (200) in the water area outside the crushed stone cushion (81), the core riprap (82) and the surface riprap (83), thus forming a riprap assembly (8); S6. Installation of the ramp panel: The ramp panel (23) is installed on the longitudinal beam (21) and the cross beam (22) in an inclined grid-like structure, and the ramp panel (23) is closely attached to the outer wall of the tie beam (4), and the lower position of the ramp panel (23) is flush with the top surface of the tie beam (4); an inclined underwater panel (9) of the launching ramp is laid on the surface riprap (83), and the upper end of the underwater panel (9) of the launching ramp is hinged to the embedded end of the tie beam (4), thus completing the entire construction process of the launching ramp of the open pile foundation and the composite gravity type combined structure.

2. The construction method of the launching ramp for the combined structure of open-ended pile foundation and composite gravity type according to claim 1, characterized in that, In step S1, the prestressed pipe piles (1) located on the shore of the water area are directly penetrated into the soil bearing stratum (100) on the shore of the water area, while the prestressed pipe piles (1) located in the water area are sequentially penetrated into the water body (300), the soil layer (200) and the soil bearing stratum (100) in the water area.

3. The construction method of the water launching ramp for the combined structure of open-ended pile foundation and composite gravity type according to claim 1, characterized in that In step S3, a number of parallel longitudinal beams (21) are provided and are respectively arranged on the longitudinal prestressed pipe piles (1), and a number of parallel cross beams (22) are provided and are respectively arranged on the transverse prestressed pipe piles (1); in steps S3 and S5, a number of longitudinal beams (21), a number of cross beams (22) and the ramp panel (23) form an inclined launching ramp water component (2) on the water.

4. The construction method of the water launching ramp of the open-pile foundation and composite gravity combined structure according to claim 1, characterized in that In step S5, the height of the gravel cushion layer (81) is not uniform. The height of a certain point is 1 / 5 of the cross-section design elevation of the launching ramp where it is located to the height of the soil layer (200), and is not less than 1 m; for the friction steel pipe pile (85), the anchoring end embedded in the soil layer (200) is half of the whole pile length, and its pile top elevation is 3 / 5 of the cross-section design elevation of the launching ramp where it is located to the height of the soil layer (200); for the surface layer riprap (83), its elevation is the same as the cross-section design elevation of the launching ramp where it is located.

5. The construction method of the water launching ramp for the combined structure of open-ended pile foundation and composite gravity type according to claim 1, characterized in that, In step S5, for the friction steel pipe pile (85), the spacing between piles is 3 times the pile diameter; a number of friction steel pipe piles (85) are evenly distributed at equal distances horizontally and longitudinally. The pile driving sequence is as follows: horizontally, driving piles from the crossbeam (4) towards the riprap toe (84), and longitudinally, driving piles from the center axis of the crossbeam (4) towards both sides.

6. The construction method of the launching ramp for the combined structure of open-pile foundation and composite gravity type according to claim 1, characterized in that, In step S1, before driving and sinking a number of prestressed pipe piles (1), four reference pipe piles (400) arranged in a rectangle are pre-driven into the soil bearing stratum (100) on the shore of the water area outside the planned installation area of the prestressed pipe piles (1) or into the water body (300) of the water area. Two longitudinal connecting rods (401) with different heights are arranged between the two longitudinal reference pipe piles (400) for connection. Transverse connecting rods (402) are arranged between the two transverse reference pipe piles (400) above and below the two longitudinal connecting rods (401) with different heights for connection. That is, one longitudinal connecting rod (401) and the two transverse connecting rods (402) at its adjacent height form a group, with a total of two groups of connecting rods; then two pipe pile installation auxiliary devices are suspended inside the reference pipe piles (400) arranged in a rectangle and are respectively installed on the two groups of connecting rods; finally, through the sliding and limiting action of the pipe pile installation auxiliary device on the longitudinal connecting rod (401) and the transverse connecting rod (402), a number of prestressed pipe piles (1) are sequentially driven and sunk into the predetermined planned position and penetrated into the soil bearing stratum (100) on the shore of the water area or into the water body (300) of the water area.

7. The construction method of the launching ramp of the open-type pile foundation and composite gravity combined structure according to claim 6, characterized in that, The pipe pile installation auxiliary device is composed of a pipe pile limiting device (6) and a sliding support assembly (7); The pipe pile limiting device (6) includes an L-shaped base plate (61) and a pipe pile limiting component installed on the inner end face of the L-shaped base plate (61). There are two L-shaped base plates (61). One end of the two L-shaped base plates (61) is hinged by a hinge shaft and relatively rotated by a motor control. The other end is provided with a locking joint and is controlled by a motor to be closed and locked and released from restraint. There are four pipe pile limiting components, which are symmetrically installed on the four inner end faces of the two L-shaped base plates (61). The pipe pile limiting components all include a baffle component and a roller component. The baffle component consists of a limiting baffle (63) and a first limiting spring component (64). The limiting baffle (63) is obliquely hinged on the inner end face of the L-shaped base plate (61), and the first limiting spring component (64) is installed between the limiting baffle (63) and the inner end face of the L-shaped base plate (61). The roller component consists of a roller (66) and a second limiting spring component (67). The second limiting spring component (67) is horizontally arranged below the limiting baffle (63), and the roller (66) is installed at the front end of the second limiting spring component (67). The rear end of the second limiting spring component (67) is fixed on the inner end face of the L-shaped base plate (61) through a pressure sensor (68). The sliding support component (7) includes a fixed support rod (71) and an I-shaped support. There are four fixed support rods (71) that are parallel and symmetric to each other, and one end of each of them is fixed on the outer end face of one of the two L-shaped base plates (61). Sliding sleeves one (711) are arranged on the fixed support rods (71). The four end parts of the I-shaped support are respectively fixed on the four sliding sleeves one (711). Sliding sleeves two are installed on both of the two transverse connecting rods (402). A longitudinal lead screw (731) is fixedly installed between the two sliding sleeves two and is controlled to rotate by a longitudinal lead screw motor (732). The longitudinal lead screw (731) is threadedly connected to the I-shaped support. A sliding sleeve three (76) is installed on one of the longitudinal connecting rods (401). The sliding sleeve three (76) is threadedly connected to a transverse lead screw (75). The end of the transverse lead screw (75) passes through the I-shaped support through a bearing (741) and is controlled to rotate by a transverse lead screw motor (751).

8. The construction method of the launching ramp for the combined structure of open-type pile foundation and composite gravity type according to claim 7, characterized in that, The I-shaped bracket is composed of two longitudinal connecting beam rods (72) and a vertical connecting column rod (74). The end of the transverse screw rod (75) passes through the center of the connecting column rod (74) through a bearing (741). On the upper end surfaces of the two upper sliding sleeves I (711) and on the lower end surfaces of the two lower sliding sleeves I (711), screw rod bases (73) are fixedly installed. Longitudinal threaded holes are provided in the screw rod bases (73). Two longitudinal screw rods (731) are respectively passed through the threaded holes of the two upper screw rod bases (73) and the threaded holes of the two lower screw rod bases (73), and the external threads of the longitudinal screw rods (731) are in conformity with the internal threads of the threaded holes of the screw rod bases (73).

9. The construction method of the launching ramp of the open-type pile foundation and composite gravity combined structure according to claim 7, characterized in that The pipe pile limiting device (6) further includes a limiting component housing (62) and a limiting rod (65). There are two limiting component housings (62) and two limiting rods (65), and they are respectively installed on the two end faces inside the L-shaped base bottom plate (61). The limiting component housing (62) includes two side panels (621), a bottom plate (622), an upper end plate (623) and a front end plate (624). The upper end plate (623) is installed on the inner end face of the L-shaped base bottom plate (61) above the limiting baffle (63). The two side panels (621) are both fixed on the inner end face of the base bottom plate (61) and their upper ends are fixed on the lower end face of the upper end plate (623). The bottom plate (622) is installed between the bottoms of the two side panels (621). The limiting baffle (63), the first limiting spring assembly (64) and the second limiting spring assembly (67) are all installed on the inner end face of the base bottom plate (61) inside the limiting component housing (62), and the lower end of the limiting baffle (63) is suspended outside the limiting component housing (62). The limiting rod (65) is installed below the limiting baffle (63) and fixed between the two side panels (621). The front end plate (624) is installed between the fronts of the two side panels (621) between the limiting rod (65) and the second limiting spring assembly (67). The front end of the second limiting spring assembly (67) and the roller (66) are suspended outside the limiting component housing (62).

10. The construction method of the launching ramp for the combined structure of open-pile foundation and composite gravity type according to claim 7, characterized in that, Both the first limiting spring assembly (64) and the second limiting spring assembly (67) are composed of an inner telescopic rod, an outer sleeve and a telescopic spring. The rear end of the inner telescopic rod is inserted into the front end of the outer sleeve. The telescopic spring is sleeved outside the inner telescopic rod and the outer sleeve, and its two ends are respectively fixed on the outer walls of the inner telescopic rod and the outer sleeve. The front end of the inner telescopic rod and the rear end of the outer sleeve of the first limiting spring assembly (64) are respectively hinged on the limiting baffle (63) and the L-shaped base bottom plate (61). The roller (66) is installed at the front end of the inner telescopic rod of the second limiting spring assembly (67). The rear end of the outer sleeve of the second limiting spring assembly (67) is fixed on the front side end face of the base bottom plate (61) through a pressure sensor (68).

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