Construction method of pier type wharf ramp pier platform

Abstract

The application discloses a construction method of a pier-type wharf ramp pier platform, which can reduce the water construction difficulty of the pier-type wharf ramp pier platform, improve the construction efficiency and the construction safety, and make the fire truck smoothly get on the ship, and reduce the rescue difficulty of the ship fire danger; the construction method comprises the following steps: erecting a steel temporary bridge, constructing a bridge pier platform, constructing a steel pipe pile group, erecting a formwork construction platform, adjusting the elevation of the formwork construction platform, installing three formworks of a pier platform section, adjusting the elevation of the formwork construction platform again, installing a first bottom formwork and a second bottom formwork of the pier platform section, binding steel bars, installing side formworks, and pouring concrete in layers and sections; and after the concrete reaches the form removal strength, the formworks and the formwork construction platform are removed.

Description

Technical Field

[0001] This invention relates to the field of wharf engineering technology, and in particular to a construction method for a ramp pier of a breakwater wharf. Background Technology

[0002] With the rapid development of the water transport industry, more and more wharf structures are being built in various ports to facilitate ship berthing, cargo loading and unloading, and transportation. During the design and construction of wharves, fire protection needs to be considered so that timely fire rescue work can be carried out when a fire occurs on the wharf or on a ship. In the case of limited shoreline resources, in order to reduce the length of shoreline used, the wharf structure often adopts the jetty wharf. The jetty wharf refers to a wharf that extends from the land shore into the water. Ships can be moored on both sides and at the ends of the jetty. It has the advantages of compact layout and centralized management. Pier-type wharf structures typically connect approach bridges to wharf platforms, with berths for ships along the platform. When a fire breaks out on a ship, wharf, or adjacent building, fireboats are usually used for rescue operations. Fireboats have strong water supply capabilities, enabling them to quickly suppress and extinguish fires. However, fireboats are primarily used for firefighting, and their function is relatively singular. When fires break out in the cabins or adjacent buildings, trapping people, fireboats cannot approach the ship and cannot carry out effective rescue operations. Fireboats equipped with fire trucks and other firefighting equipment can provide flexible rescue support in different scenarios (e.g., fireboats equipped with ladder trucks can perform both firefighting and personnel and material rescue operations), improving the maritime rescue capabilities of fireboats.

[0003] Existing pier-type wharf structures only consider the berthing of fireboats, neglecting the loading of fire trucks. Due to factors such as the wharf platform structure and the fireboat's own structure, fire trucks cannot access the fireboats from the berth after they are moored. Therefore, a platform is needed to allow fire trucks to board for rescue operations. In the design and construction of this platform, the structural formwork system directly impacts the construction difficulty, concrete pouring quality, and platform surface appearance. Therefore, how to design the formwork system structure is a crucial issue in platform formwork design. Furthermore, due to the platform's length... The direction will gradually transition from above water to underwater. When constructing the platform structure in the water, its formwork will be installed in the water. Inevitably, water will seep into the space enclosed by the formwork, affecting the quality of concrete pouring. In the design of the platform formwork, how to ensure the construction quality of the underwater part of the platform is also an important issue. Furthermore, the platform construction is carried out on water. Along the length of the platform, the distance between the bottom of the platform and the water surface becomes smaller and smaller. The platform construction will also be affected by wind and waves. Under the influence of wind and waves, it is necessary to ensure the safety of the formwork erection and support on the water, and to ensure the safety and construction efficiency of the concrete construction on the water. Summary of the Invention

[0004] One of the objectives of this invention is, at least, to provide a construction method for a ramp pier of a breakwater-type wharf, addressing the problems existing in the prior art. This construction method can reduce the difficulty of constructing the ramp pier of a breakwater-type wharf on water, improve construction efficiency and safety, and the ramp pier of the breakwater-type wharf constructed by this method can enable fire trucks to board ships smoothly, reducing the difficulty of rescue in case of ship fire.

[0005] To achieve the above objectives, the technical solution adopted by the present invention includes the following aspects.

[0006] A construction method for a ramp pier of a pier-type wharf, wherein the ramp pier is located on one side of an approach bridge and connected to the approach bridge. The end of the approach bridge away from the shoreline is connected to the wharf. A temporary steel bridge is provided on the side of the approach bridge opposite to the ramp pier. The ramp pier extends to the wharf along the length of the approach bridge, and the top elevation of the leading edge of the ramp pier is lower than the top elevation of the wharf. The ramp pier comprises three sections: pier section one, pier section two, and pier section three, which are connected sequentially along the length of the ramp to form an integral structure.

[0007] The construction method for the ramp piers of the pier-type wharf includes the following steps:

[0008] Step 1: Construct a temporary steel bridge and build approach piers on one side of the temporary steel bridge along its length.

[0009] Step 2: Construct the second steel pipe pile group on both sides of the second cast-in-place pile group in pier section 2. The second steel pipe pile group extends to both sides of the pile column at the edge of pier section 3.

[0010] Step 3: Erect formwork construction platforms on the first pile group of pier section 1, the second pile group of pier section 2, and the pile columns of pier section 3 respectively.

[0011] Step 4: Adjust the elevation of the formwork construction platform of pier section 2 and pier section 3 respectively, so that the bottom elevation of the formwork construction platform of pier section 3 is lower than the bottom elevation of the formwork construction platform of pier section 2. Then install the formwork of pier section 3 on the formwork construction platform of pier section 3.

[0012] Step 5: Adjust the formwork construction platform of pier section 3 to lower the bottom formwork of pier section 3 to the preset elevation. After adjusting the bottom elevation of the formwork construction platform of pier section 2 to the preset elevation, install the bottom formwork of pier section 1 and pier section 2 respectively.

[0013] Step 6: Tie reinforcing bars on the bottom formwork of the first pier section and install the side formwork of the pier section. Tie reinforcing bars on the bottom formwork of the second pier section and install the side formwork of the second pier section. Tie reinforcing bars in the space enclosed by the formwork of the third pier section and pour concrete in layers and sections.

[0014] Step 7: After the concrete reaches the demolding strength, remove the formwork and formwork construction platform.

[0015] Preferably, step three, the process of erecting a formwork construction platform on the first cast-in-place pile group, includes:

[0016] The first steel pipe pile group was constructed on the left side of the first cast-in-place pile group area, and a support beam was welded to the top of the first steel pipe pile group.

[0017] Steel brackets are constructed on both sides of each pile in the first cast-in-place pile group area. The steel brackets are set along the longitudinal direction of the first pier section. Along the transverse direction of each row of piles, the installation height of the steel brackets on the piles decreases sequentially.

[0018] The first main beam is installed on the steel brackets on both sides of each row of piles. The first main beam is set laterally and extends to the support beam.

[0019] Preferably, in step three, the process of erecting a formwork construction platform on the second cast-in-place pile group includes: erecting a construction platform for breaking pile heads in the area of ​​the second cast-in-place pile group to break the pile heads of the second cast-in-place pile group; constructing steel supports on each pile in the middle row of the second cast-in-place pile group area, wherein the steel supports are vertically installed and coaxial with the piles; installing anti-hanging beams on the steel pipe piles on both sides of the second cast-in-place pile group and on the steel supports; setting up hanging rod groups at the connection between the anti-hanging beams and each steel pipe pile, and at the connection between the anti-hanging beams and each steel support; setting up a second main beam on both sides of each column of piles, wherein the two ends of the second main beams extend to the steel pipe piles, and the second main beams are located below the anti-hanging beams and perpendicular to the anti-hanging beams; and connecting the second main beams and the corresponding hanging rod groups.

[0020] Preferably, before installing the steel support pad, threaded bars are implanted on the corresponding pile column, and a perforated steel plate is welded to the bottom of the steel support pad. Then, the perforated steel plate on the steel support pad is vertically passed through the threaded bars, and nuts are used to connect the threaded bars and the perforated steel plate. The top elevation of the steel support pad after installation is the same as the top elevation of the second steel pipe pile in the corresponding column.

[0021] Preferably, in step six, during the installation of one side formwork and / or two side formwork of the pier section, an anti-floating structure is used to prevent the formwork from floating. The anti-floating structure includes a connector, reinforcing steel wire, turnbuckle, and tie ring. The connector is connected to the exposed reinforcing steel at the top of the pile column, the connector is connected to the turnbuckle via reinforcing steel wire, and the turnbuckle is also connected to the tie ring. The tie ring is respectively set on the distribution beam of pier section one and pier section two.

[0022] Preferably, the connector includes a U-shaped component, a snap-fit ​​component, and a connecting ring. The two sides of the U-shaped component pass through the snap-fit ​​component, and the snap-fit ​​component is connected to the U-shaped component by a nut. The first surface of the snap-fit ​​component is an arc surface, and the second surface is a plane. The U-shaped component and the connecting ring are fixedly connected, and the reinforcing wire passes through the connecting ring and is connected to the turnbuckle.

[0023] Preferably, in step six, before pouring the concrete for the third section of the pier, a water pump is placed in the groove of the end formwork of the third section of the pier to pump out the water in the space enclosed by the end formwork of the third section of the pier. Then, the water pump is removed from the groove. A baffle is placed in the groove, and a foam rubber board is pasted on the baffle at the connection point corresponding to the end formwork of the third section of the pier, so that the foam rubber board blocks the connection point. Then, a support rod is placed in the groove, so that the support rod is supported between the baffle and the groove wall.

[0024] Preferably, the thickness of the ramp pier of the breakwater wharf is 1.9~3.4m. During the layered concrete pouring process, the number of layers and the pouring height of each layer are determined according to the different thickness areas of the ramp pier of the breakwater wharf. The pouring height of each layer is not less than 30cm and not more than 100cm.

[0025] Preferably, in step seven, the dismantling process of the formwork construction platform for pier section one includes: connecting the first main beam at the bottom of the bottom formwork of pier section one to a hand-operated hoist using a steel wire rope, and connecting the hand-operated hoist to the pre-embedded channel steel or reinforcing steel at the top of pier section one; tightening the steel wire rope using the hand-operated hoist, then using a floating platform to enter the bottom of pier section one, and cutting off the weld seam of the steel bracket using gas cutting; and using the hand-operated hoist to lower the bottom formwork as a whole by 0.8~1.2m into pier section one. The bottom formwork and timber were removed between the bottom and the bottom formwork; the weld between the first main beam and the distribution beam was cut off by gas cutting, and the distribution beam was cut according to the block diagram; steel wire ropes were tied to the distribution beams, and the distribution beams were pulled out one by one and stacked on the steel temporary bridge using a 75t crawler crane; steel wire ropes were tied to the end of the first main beam using a floating raft, and the steel wire ropes were also connected to the crawler crane. After the steel wire ropes connecting the first main beam and the hand-operated hoist were disconnected, the first main beam was pulled out using a 75t crawler crane.

[0026] Preferably, the length of the ramp pier of the breakwater wharf is not less than 50m and the width is not less than 14m. The bottom elevation of the first pier section decreases from +3.6m to +3.2m with a slope ratio of 2.6%, and the top elevation decreases from +5.1m to +4.7m with a slope ratio of 2.6%. The bottom elevation of the second pier section is 1.2m, and the top elevation decreases from +4.7m to +2.6m with a slope ratio of 5.6%. The bottom elevation of the third pier section is +0m, and the top elevation decreases from +2.6m to +2.2m.

[0027] In summary, by adopting the above technical solution, the present invention has at least the following beneficial effects:

[0028] By erecting different formwork construction platforms on the first pile group, the second pile group, and the piles of the third pier section, the formwork construction platforms can provide stable support for the formwork erection as the construction of the ramp pier of the breakwater wharf gradually transitions from above water to underwater, reducing the difficulty of formwork construction above and below water. By adjusting the formwork construction platforms of the second and third pier sections, and optimizing the installation sequence of the formwork for the second and third pier sections, the installation difficulty of the formwork for the second and third pier sections can be reduced, and the construction quality and efficiency of the second and third pier sections can be improved.

[0029] By optimizing the three-formwork structure of the pier section and setting a groove on the three-head formwork of the pier section, the difficulty of putting in and taking out the water pump can be reduced, the pumping efficiency can be improved, the amount of water accumulation in the three-formwork of the pier section can be reduced, the concrete pouring quality of the three-section of the pier section can be improved, and the surface appearance quality and structural strength of the three-section of the pier section can be improved.

[0030] Determining the number of layers and the pouring height of each layer in different thickness areas of the ramp piers of the breakwater wharf can further improve the construction quality of the ramp piers of the breakwater wharf.

[0031] The construction of the steel temporary bridge can provide a material transportation channel for the construction of the ramp piers of the breakwater-type wharf, reducing the difficulty of material supply for construction on water. Attached Figure Description

[0032] Figure 1 This is a schematic diagram of the plan structure of a pier-type wharf, an exemplary embodiment of the present invention.

[0033] Figure 2 This is a schematic diagram of a workboat docked at a pier-type wharf berth.

[0034] Figure 3 This is a schematic diagram of the elevation structure of the ramp pier of the pier-type wharf, an exemplary embodiment of the present invention.

[0035] Figure 4 This is a construction flowchart of the ramp pier of the breakwater wharf, which is an exemplary embodiment of the present invention.

[0036] Figure 5 This is a schematic diagram of the plan structure of the formwork construction platform for the ramp pier of the breakwater wharf, an exemplary embodiment of the present invention.

[0037] Figure 6 This is an enlarged schematic diagram of the longitudinal section structure of the template installation of pier section two and pier section three, which are exemplary embodiments of the present invention.

[0038] Figure 7This is an enlarged schematic diagram of the cross-sectional structure of the second template installation of the pier section according to an exemplary embodiment of the present invention.

[0039] Figure 8 This is a schematic diagram of the three-dimensional structure of the pier section of the ramp, an exemplary embodiment of the present invention.

[0040] Figure 9 This is a schematic diagram of the elevation structure of the three-formwork installation of the pier section of the ramp, an exemplary embodiment of the present invention.

[0041] Figure 10 This is a three-dimensional structural diagram of the three-sealed head mold 15 of the pier section, an exemplary embodiment of the present invention.

[0042] Figure 11 yes Figure 10 Side view of the three-sealed head mold of the pier section.

[0043] Figure 12 This is a schematic diagram of the three-bottom mold structure of the pier section in an exemplary embodiment of the present invention.

[0044] Figure 13 This is a three-dimensional structural diagram of the side formwork unit 13 of the three side formwork of the pier section according to an exemplary embodiment of the present invention.

[0045] Figure 14 This is a top view of a steel support structure according to an exemplary embodiment of the present invention.

[0046] Figure 15 This is a schematic diagram of the installation of a steel support pad according to an exemplary embodiment of the present invention.

[0047] Figure 16 This is a schematic diagram of the installation of the anti-floating structure according to an exemplary embodiment of the present invention.

[0048] Figure 17 yes Figure 16 An enlarged schematic diagram of the connector structure from another perspective.

[0049] Figure 18 This is a schematic diagram of the layered concrete pouring of the ramp piers according to an exemplary embodiment of the present invention.

[0050] The diagram is labeled as follows: 1-Pier-type wharf ramp pier, 101-Pier section one, 102-Pier section two, 103-Pier section three, 104-Sunken platform, 105-Pedestrian staircase one, 106-Pedestrian staircase two, 2-Approach bridge, 3-Wharf, 301-Wharf front edge, 4-Steel temporary bridge, 5-Workboat, 6-Rescue boat, 701-First cast-in-place pile group, 702-First steel pipe pile group, 703-Steel pipe pile one, 704-Corner, 705-Support beam, 706-First main beam, 801-Second cast-in-place pile group, 802-Second steel pipe pile group, 803-Steel pipe pile two, 804-Steel support, 805-Inverted lifting beam, 806-Lifting rod, 807-Second main beam, 9- Distribution beam, 10-steel casing, 11-pile column, 12-pier section bottom formwork, 120-bottom formwork unit one, 121-arc opening one, 122-bottom formwork unit two, 123-arc opening two, 13-pier section side formwork one, 14-pier section side formwork two, 15-pier section end cap formwork, 150-connecting opening, 151-groove, 152-end plate, 16-tie rod, 17-horizontal rib, 18-back bar, 19-end slot, 20-horizontal flange, 21-vertical flange, 22-stiffening plate, 23-vertical stiffening plate, 24-perforated steel plate, 25-connector, 26-reinforcing wire, 27-turn bolt, 28-tie ring, 29-clamping piece, 30-U-shaped piece, 31-connecting ring. Detailed Implementation

[0051] The present invention will be further described in detail below with reference to the accompanying drawings and embodiments, so that the objectives, technical solutions, and advantages of the present invention will be clearer. It should be understood that the specific embodiments described herein are only for explaining the present invention and are not intended to limit the present invention.

[0052] like Figure 1 , Figure 2 As shown in the exemplary embodiment of the present invention, the ramp pier 1 of the pier-type wharf is located on one side of the approach bridge 2 and connected to the approach bridge 2. The end of the approach bridge 2 away from the shoreline is connected to the wharf 3. A temporary steel bridge 4 is provided on the side of the approach bridge 2 opposite to the ramp pier 1 of the pier-type wharf. There is a certain distance between the temporary steel bridge 4 and the approach bridge 2. The temporary steel bridge 4 extends towards the front edge 301 of the wharf. The ramp pier 1 of the pier-type wharf extends along the length of the approach bridge 2 to the wharf 3. The top elevation of the front edge of the ramp pier 1 of the pier-type wharf is lower than the top elevation of the wharf 3, and the difference between the two is 2.5~3.5m.

[0053] A ramp pier 1 is constructed on the side opposite to the approach bridge 2 and the temporary steel bridge 4. When a 1,000-ton workboat 5 (e.g., a 1,200-ton workboat, which is a fireboat) docks at the berth of the wharf 3, the workboat 5 simultaneously abuts the front edge of the ramp pier 1. Fire trucks can enter the ramp pier 1 from the approach bridge 2, and then board the workboat 5 via the ramp pier 1 to carry out fire rescue work. Since the ramp pier 1 is constructed on one side of the approach bridge 2 and extends to the wharf 3, it can adapt to different water levels. At different water levels, when the workboat 5 is docked at the berth of the wharf 3, fire trucks can enter the workboat 5 via the ramp to carry out rescue work. When constructing the ramp pier 3 structure for fire trucks to board the ship, the temporary steel bridge 4 facilitates the transportation of materials.

[0054] refer to Figures 1-3 The pier-type wharf ramp pier 1 includes pier section one 101, pier section two 102, and pier section three 103. Pier section one 101, pier section two 102, and pier section three 103 are connected sequentially along the length of the ramp to form an integral structure. The bottom elevation of pier section one 101 is higher than that of pier section two 102, and the bottom elevation of pier section two 102 is higher than that of pier section three 103. Both the bottom and top of pier section one 101 have slopes. The bottom and top slopes are in the same direction. The bottom of pier section 2 (102) is flat, while the top is sloped. The bottom of pier section 3 (103) is flat, while the top is sloped. Pier section 1 (101) slopes towards pier section 2 (102) (pier section 1 slopes downwards towards pier section 2), and the top of pier section 2 (102) slopes towards pier section 3 (103). Pier section 1 (101) connects to approach bridge 2, allowing fire trucks to smoothly enter the ramp pier from approach bridge 2, from where pier section 2 (102) is located. 2. Towards pier section 3 103, the overall thickness of pier section 2 102 gradually decreases. By connecting pier section 3 103 at the edge of pier section 2 102, the thickness of pier section 3 103 is thicker than the edge thickness of pier section 2 102. This increases the structural strength of the ramp pier edge. On the one hand, it can disperse the impact energy of surging waves and prevent local structural damage to the ramp pier. On the other hand, when the workboat is docked at the berth of the wharf, there will be a certain distance between the workboat and the front edge of the ramp pier. When fire trucks board the ship via the ramp, a jumping phenomenon will occur at the distance between the ramp and the workboat. The thickened pier section 3 103 of the ramp can resist the impact energy generated by the fire truck jumping and prevent the ramp structure from being damaged. When the distance between the workboat and the front edge of ramp 5 is too large to allow the fire truck to board directly, a ramp can be erected between the ramp pier and the workboat 5 to allow the fire truck to board smoothly.

[0055] The top and bottom slopes of pier section 101 are both 2% to 3%, while the top slope of pier section 202 is 5% to 7%. This allows fire trucks to start and stop smoothly on the sloping piers, facilitating their ascent and descent, and enabling them to board the ship without obstruction. In practice, for example, the bottom elevation of pier section 101 is reduced from +3.6m to +3.2m at a slope ratio of 2.6%, and the top elevation is reduced from +5.1m to +4.7m at a slope ratio of 2.6%. For pier section 202, the bottom elevation is +1.2m, and the top elevation is reduced from +4.7m to +2.6m at a slope ratio of 5.6%. For pier section 303, the bottom elevation is +0m, and the top elevation is reduced from +2.6m to +2.2m. Furthermore, the ramp is at least 50m long (preferably 56m) and at least 14m wide, with the pier section 101 being 15m long. The ramp piers serve as platform supports, accommodating various needs such as vehicle turning, boarding and alighting from ships, and pedestrian and cargo loading and unloading. Approach bridge 2 also has a slope, extending from the shore towards wharf 3 at a gradient of 2% to 3%. Preferably, approach bridge 2 decreases in elevation from +6.5m on the shore to +4.7m on the waterside, with a thickness of 1.5m, a length of 114m, and a width of 9m. The berth of wharf 3 is 140m long, with a top elevation of +4.7m, a thickness of 1.5m, and a width of 9m.

[0056] The horizontal projection of pier section 101 is triangular, the horizontal projection of the connection between approach bridge 2 and the bank is triangular, and the horizontal projections of pier section 2 102 and pier section 3 103 are rectangular. Setting the connection between approach bridge 2 and the bank and pier section 101 as triangles can provide space for fire trucks to drive, allowing them to drive smoothly from the bank to approach bridge 2 and from approach bridge 2 to the ramp. It can also reduce pile foundation and concrete construction, thereby reducing the amount of construction work and the construction budget.

[0057] A recessed platform 104 is provided on pier section 2 102. The recessed platform 104 is located on the water side of pier section 2 102 (the side away from the temporary steel bridge) and is set along the length of pier section 2 102. The recessed platform 104 and pier section 1 101 are connected by pedestrian steps 105 to allow pedestrians to enter the recessed platform 104. One or more pedestrian steps 106 are provided on the water side of the recessed platform 104 to allow pedestrians to board and disembark the rescue boat 6 at different water levels. The rescue boat 6 can carry out rescue work on the water and can also cooperate with fire trucks to carry out fire rescue work and quickly control fire hazards.

[0058] refer to Figure 4 The construction method of the ramp pier of the pier-type wharf according to an exemplary embodiment of the present invention includes the following steps:

[0059] Step 1: Construct a temporary steel bridge 4 at the pre-set construction location. The temporary steel bridge 4 extends from the shore to the sea. Construct approach bridge piers on one side of the length of the temporary steel bridge 4. The approach bridge piers extend along the length of the temporary steel bridge 4.

[0060] Step 2: Construct second steel pipe pile groups 802 on both sides of the second cast-in-place pile group 801 (including multiple rectangular pile columns 11) of the pre-set pier section 2 102. The second steel pipe pile groups 802 extend from the length of the second cast-in-place pile group 801 to both sides of the pile columns at the three edges of the pier section. On both sides of the second cast-in-place pile group 801, the second steel pipe pile group 802 may include one or more rows of steel pipe piles 803, in the longitudinal direction of the second cast-in-place pile group 801 ( Figure 5 The vertical direction is represented by columns, the horizontal direction by rows, and the horizontal direction by rows. The second steel pipe pile 803 is coaxially arranged with the pile column 11. In this embodiment, the second steel pipe pile group 802 uses a row of second steel pipe piles 803. The distance between the center of the second steel pipe pile 803 and the preset edge of the second pier section 102 meets the requirements for support and edge construction of the second pier section 102. In one embodiment, the distance between the center of the second steel pipe pile 803 and the preset edge of the second pier section 102 is 70cm, and the diameter of the second steel pipe pile 803 is 529mm. The distance between the center of the second steel pipe pile 803 and the preset edge of the third pier section 103 is 90cm.

[0061] Step 3: Erect formwork construction platforms on the first cast-in-place pile group 701 of pier section 101, the second cast-in-place pile group 801 of pier section 202, and the pile column 11 of pier section 303.

[0062] The process of erecting a formwork construction platform on the second cast-in-place pile group 801 includes: erecting a construction platform for breaking pile heads in the area of ​​the second cast-in-place pile group 801, breaking the pile heads of the pile columns 11 of the second cast-in-place pile group 801, so that the elevation of each pile column 11 is at the preset elevation (the pile head breaking in the area of ​​the first cast-in-place pile group and the pile column area of ​​the third pier section is carried out in the same way as the pile head breaking in the area of ​​the second cast-in-place pile group); after the pile heads are broken, the middle row of the second cast-in-place pile group 801 (which can be one or more rows of pile columns in the middle of the second cast-in-place pile group, for example) is then constructed. When the second cast-in-place pile group includes three rows of piles (the middle row is one row), steel supports 804 are installed on each pile 11. The steel supports 804 are made of double-section I-beams (preferably double-section 45a type I-beams). The steel supports 804 are vertically installed and coaxial with the pile 11. Before installing the steel supports 804, threaded bars can be inserted into the corresponding pile 11. A perforated steel plate 24 is welded to the bottom of the steel supports 804. Then, the perforated steel plate 24 on the steel supports 804 is vertically inserted through the threaded bars, and nuts are used to connect the threaded bars and the perforated steel plate 24 (see reference). Figure 14 , Figure 15When the diameter of the perforated steel plate 24 matches the diameter of the steel casing 10 on the pile column 11, after the perforated steel plate 24 and the threaded bar are connected (the holes on the perforated steel plate also allow the perforated steel plate to pass through the reinforcing bars on the pile column), the perforated steel plate 24 and the steel casing 10 can also be welded to improve the stability of the steel support 804 installation; after the steel support 804 is installed, its top elevation is the same as the top elevation of the corresponding steel pipe pile 803.

[0063] After the steel support 804 is installed, anti-hanging beams 805 (preferably double-jointed 56a steel) are installed on the steel pipe piles 803 on both sides of the second cast-in-place pile group 801 and on the steel support 804. The anti-hanging beams 805 are set along the length of the pier section 102. The bottom of the anti-hanging beams 805 is welded to the top of the steel pipe piles 803 and the bottom of the anti-hanging beams 805 is welded to the top of the steel support 804. After the anti-hanging beams 805 are installed, a set of lifting rods is set at the connection between the anti-hanging beams 805 and each steel pipe pile 803 and at the connection between the anti-hanging beams 805 and each steel support 804. The set of lifting rods includes two lifting rods 806 (or one or more lifting rods). The lifting rods 806 are made of threaded steel (preferably 36mm in diameter). At the connection between the anti-hanging beams 805 and the steel pipe piles 803, the two lifting rods 806 are located on both sides of the steel pipe piles 803 and at the corresponding... On both sides of the pile column 11, at the connection between the anti-hanging beam 805 and the steel support 804, two hangers 806 are respectively located on both sides of the steel support 804 and on both sides of the corresponding pile column 11. The hangers 806 pass through the middle of the anti-hanging beam 805. At the top of the anti-hanging beam 805, the hangers 806 and the anti-hanging beam 805 are connected by a first threaded sleeve. After the hangers 806 and the anti-hanging beam 805 are connected, a second main beam 807 (preferably double-jointed 56a steel) is set on both sides of each pile column 11. The two ends of the second main beam 807 extend to the steel pipe pile 803. The second main beam 807 is located below the anti-hanging beam 805 and is perpendicular to the anti-hanging beam 805. After each hanger 806 passes through the middle of the second main beam 807, the hanger 806 and the second main beam 807 are connected by a second threaded sleeve.

[0064] The height of pile 11 in pier section 3 (103) is lower than that of pile 11 in pier section 2 (102). The height of steel pipe piles 803 on both sides of pier section 3 (103) is the same as that of steel pipe piles 803 on both sides of pier section 2 (102). For pier section 3 (103), steel supports 804 are constructed on each pile 11 in the middle row of the pile 11 area, and the construction method is the same as that of the steel supports 804 in pier section 2 (102). The anti-hanging beam 8 at the top of the steel supports 804 in pier section 2 (102) is... 05 extends to the top of the steel support 804 of pier section 3 103, and the anti-hanging beam 805 at the top of the steel pipe pile 2 803 of pier section 2 102 extends to the top of the steel pipe pile 2 803 of pier section 3 103; then the hanger group and the second main beam 807 of pier section 3 103 are constructed using the same construction method as pier section 2 102. The arrangement of the hanger group and the second main beam 807 of pier section 3 103 is the same as that of pier section 2 102.

[0065] The first pile group 701 includes multiple piles 11 arranged in a right-angled triangle, with the number of piles 11 increasing sequentially in each row along the length of the pier section 101; for the pier section 101, on the left side of the area of ​​the first pile group 701 ( Figure 5 The first steel pipe pile group 702 is constructed in the left and right directions. The first steel pipe pile group 702 includes one or more rows of steel pipe piles 703. For example, one row of steel pipe piles 703 is constructed. The distance between the steel pipe piles 703 and the edge piles 11 (the piles at the apex of the triangle) of the first cast-in-place pile group 701 is 3~4m. After the steel pipe piles 703 are constructed, a support beam 705 is constructed on the top of the row of steel pipe piles 703. The support beam 705 is welded to the steel pipe piles 703 to connect the steel pipe piles 703 into an integral structure, providing stable support for the formwork construction of the pier section 101.

[0066] After the support beam 705 is constructed, steel brackets 704 (preferably double-jointed 45a steel) are constructed on each pile column 11 in the area of ​​the first cast-in-place pile group 701. Two steel brackets 704 are welded to each pile column 11 (the steel brackets are welded to the steel casing on the surface of the pile column). The two steel brackets 704 are coaxially arranged along the diameter direction of the pile column 11 and along the longitudinal direction of the pier section 101. Triangular stiffening plates are welded to the connection between the bottom of the steel bracket 704 and the steel casing 10. Along the transverse direction of each row of pile columns 11, the installation height of the steel brackets 704 on the pile column 11 decreases sequentially (the specific installation height is determined according to the design requirements). After the steel brackets 704 are installed, the first main beams 706 are installed on the steel brackets 704 on both sides of each row of piles 11. The first main beams 706 are set laterally and extend to the support beams 705. Under the joint action of the first main beams 706 and the support beams 705, the support effect of the formwork and concrete construction can be improved, and the force transmission and dispersion can be well played, ensuring the safety of the construction of pier section 101.

[0067] Step 4: Adjust the elevation of the formwork construction platforms of pier section 2 102 and pier section 3 103 respectively, so that the bottom elevation of the formwork construction platform of pier section 3 103 is lower than the bottom elevation of the formwork construction platform of pier section 2 102, so as to meet the installation space requirements of the side formwork of pier section 3. Then install the formwork of pier section 3 (including the bottom formwork 12 and the side formwork of pier section 3) on the formwork construction platform of pier section 3 103.

[0068] The elevation adjustment process of the formwork construction platform of pier section 2 102 includes: adjusting the position of the first threaded sleeve on the hanger 806 to adjust the hanger 806, thereby adjusting the elevation of the second main beam 807 connected to the hanger 806; the elevation adjustment process of the formwork construction platform of pier section 3 103 is the same as that of the formwork construction platform of pier section 2 102.

[0069] Steel formwork is used for both the bottom formwork 12 and the side formwork of the pier section. The length of the bottom formwork 12 of the pier section is ( Figure 9 Forward and backward directions Figure 12(In the left-right direction) It is assembled from multiple bottom formwork units. The length of each bottom formwork unit can be adjusted according to the actual situation. Corresponding to the position of pile 11, the bottom formwork unit includes bottom formwork unit one 120 and bottom formwork unit two 122 arranged opposite to each other. Bottom formwork unit one 120 has an inwardly recessed arc opening one 121, and bottom formwork unit two has an inwardly recessed arc opening two 123. The diameter of arc opening one 121 and the diameter of arc opening two 123 are the same, and the diameter of arc opening one 121 is slightly larger than that of arc opening two 123. The diameter of pile 11 (for example, the diameter of arc opening one is 5-8mm larger than the diameter of the pier column in pier section three). After bottom formwork unit one 120 and bottom formwork unit two 122 are assembled into a bottom formwork unit, arc opening one 121 and arc opening two 123 form a circular opening so that pile 11 can pass through the circular opening, thereby meeting the construction requirements of pier section three 103; the gap between the circular opening of the bottom formwork unit and pile 11 can be sealed by rubber grout-stopping strips to prevent grout leakage during concrete pouring. The external support of the bottom formwork unit includes horizontal ribs 17 and vertical stiffening plates 23, with multiple horizontal ribs 17 along the width direction of the bottom formwork unit ( Figure 12 The bottom formwork unit is uniformly arranged in the vertical direction, and one or more vertical stiffening plates 23 are connected between adjacent horizontal ribs 17 to improve the structural strength of the bottom formwork unit.

[0070] The three-sided formwork of the pier section includes three-sided formwork 13, three-sided formwork 2 14, and three-sided formwork 15, which are arranged opposite to each other. The overall shape of three-sided formwork 13 and three-sided formwork 2 14 are both rectangular. The height of three-sided formwork 13 is lower than the height of three-sided formwork 2 14. The length direction of three-sided formwork 13 is ( Figure 9 (Front-back direction) is assembled from multiple side formwork units, and the three side formwork units of the pier section are 14 in length direction ( Figure 9 (Front-back direction) It is assembled from multiple side mold units. Both side mold unit one and side mold unit two are rectangular structures. The external supports of side mold unit one and side mold unit two include transverse ribs 102 and back bars 103. (See reference) Figure 13 The bottom of the back bar 103 of the side mold unit 1 extends out from the bottom of the panel of the side mold unit 1. The top of the panel of the side mold unit 1 is provided with a head groove 105 along the length of the panel. The top of the back bar 103 is connected to the bottom of the head groove 105. The top surface of the head groove 105 is flat. Figure 8 The top and bottom of the back bar 103 of the second side mold unit extend out of the panel of the second side mold unit.

[0071] The outer support side of the three-sealed head mold 15 of the pier section is provided with a clamping groove 151. The clamping groove 151 is connected to the panel of the three-sealed head mold 15 of the pier section. The top of the clamping groove 151 is open and the bottom is closed. When the formwork of the third pier section encloses the concrete pouring space of the third pier section 13, seawater will seep into the space enclosed by the formwork of the third pier section 13 because the bottom formwork 12 of the third pier section 13 is located in water, and the side formwork and the end formwork 15 of the third pier section 13 are also partially located in water. It is necessary to pump out the water in the space enclosed by the formwork of the third pier section 13 to ensure the quality of the subsequent concrete pouring of the third pier section 13. The space enclosed by the formwork of the third pier section 13 contains steel reinforcement skeletons, internal supports and other structures, which will affect the placement and removal of the water pump. After setting the clamping groove 151 on the outer support side of the end formwork 15 of the third pier section 13, the water pump can be placed directly in the clamping groove 151. The placement and removal of the water pump will not be affected by the steel reinforcement skeleton, internal supports and other structures, which is conducive to the smooth removal of seawater. After the seawater is pumped out, the water pump can be smoothly removed from the clamping groove 151 to prevent damage to the water pump.

[0072] The bottom of the panel of the third sealing head formwork 15 of the pier section is flat, and the top is sloping. (Refer to...) Figure 8 , Figure 10 The outer support of the pier section three-sealed head mold 15 includes transverse ribs 102 and back bars 103. A clamping groove 151 is located between two adjacent back bars 103, and its overall shape is a prism structure. The clamping groove 151 is welded to the connecting opening 150 of the panel, and is welded to the panel of the pier section three-sealed head mold 15 to form an integral structure. The clamping groove 151 is set along the height direction of the pier section three-sealed head mold 15, and its bottom extends beyond the bottom of the pier section three-sealed head mold 15 (see reference). Figure 10 , Figure 11There is a certain distance (300~400mm) between the two. The bottom of the groove 151 and the side of the groove 151 near the panel of the pier section three-sealing head mold 15 are both sealed by the sealing plate 152, so that the part of the groove 151 extending out of the pier section three-sealing head mold 15 and the pier section three-sealing head mold 15 form a closed space to prevent seawater from seeping into the groove 151 from the gap between the groove 151 and the pier section three-sealing head mold 15. Since the bottom of the groove 151 extends out of the bottom of the pier section three-sealing head mold 15, after the pier section three-formwork is installed, there is a gap between the bottom of the groove 151 and the pier section three-sealing bottom mold 12. When there is water in the space enclosed by the pier section three-formwork, the water will accumulate. The water can flow from the bottom formwork 12 of the pier section into the groove 151 of the top formwork 15 of the pier section, and then be pumped out. If the water pump is placed directly on the bottom formwork 12, it needs to be submerged to operate. When the water level drops below the pump inlet, the pump will stop running due to idling or air intake, and cannot completely remove the water from the space enclosed by the bottom formwork. Some water will remain in the space. Compared to directly placing the pump on the bottom formwork 12, the structure of the groove 151 extending beyond the bottom of the top formwork 15 prevents water accumulation on the surface of the bottom formwork 12, ensuring the quality of concrete pouring. The dimensions of the groove 151 meet the requirements for pump placement. Furthermore, the length and width of the top opening of the groove 151 are 500-600mm.

[0073] The process of installing the bottom formwork 12 and side formwork of pier section 3 on the formwork construction platform of pier section 3 (103) includes: determining the elevation of the second main beam 807 of pier section 3 (103), ensuring that the second main beam 807 is above the water surface and below the second main beam 807 of pier section 2; then laying the bottom formwork unit on the second main beam 807 of pier section 3 (103) to form the bottom formwork of pier section 3; bolting the adjacent bottom formwork units together and welding at the joints between adjacent bottom formwork units to prevent water leakage; after the bottom formwork 12 of pier section 3 is installed, the side formwork and the end formwork 15 of pier section 3 are installed to form the concrete pouring space of pier section 3 (103); tie rods are used to tie the side formwork 1 and the side formwork 2 of pier section 3, and threaded steel is used as internal support on the inner side of the formwork of pier section 3; after the formwork of pier section 3 is installed, a seepage prevention test is conducted in the space enclosed by the formwork of pier section 3 to prevent water leakage after the formwork of pier section 3 is lowered into the water.

[0074] Step 5: Adjust the formwork construction platform of pier section 3 103 to lower the bottom formwork 12 of pier section 3 to the preset elevation. After adjusting the bottom elevation of the formwork construction platform of pier section 2 102 to the preset elevation, install the bottom formwork of pier section 1 101 and the bottom formwork of pier section 2 102 respectively.

[0075] The process of lowering the bottom formwork 12 of the pier section includes: adjusting the lifting rod 806 to lower the bottom formwork 12 and the side formwork of the pier section, using the top steel bars of the pile column 11 as positioning steel bars, so that the holes on the bottom formwork 12 of the pier section pass through the positioning steel bars and the pile column 11, and so that the top elevation of the bottom formwork 12 of the pier section is at the preset elevation in the water (for example, the elevation is at +0m). At this time, the second main beam 807 of the third pier section 103 is in the water. Then, it enters the formwork of the third pier section for waterproofing treatment to prevent water leakage at the joint between the bottom formwork 12 of the pier section and the pile column 11.

[0076] The process of adjusting the bottom elevation of the formwork construction platform of pier section 2 102 is the same as that of the formwork construction platform of pier section 3 103. The process of installing the bottom formwork on the formwork construction platform of pier section 2 102 includes: re-measuring the elevation of the second main beam 807 to ensure that the top elevation of the second main beam 807 meets the construction requirements; then installing the distribution beam 9 (using 25a I-beams) on the second main beam 807; welding the distribution beam 9 to the second main beam 807; multiple distribution beams 9 are set longitudinally, perpendicular to the second main beam, with a spacing of 600mm between adjacent distribution beams 9; after the distribution beams 9 are installed, laying square timber on the distribution beams 9; multiple square timbers are arranged laterally, perpendicular to the distribution beams 9, with a spacing of 300mm between adjacent square timbers; after the square timbers are laid, laying the bottom formwork on the square timbers.

[0077] The process of installing the bottom formwork on the formwork construction platform of pier section 101 includes: setting up distribution beams 9 (preferably 25a I-beams) perpendicular to the first main beam 706 on the first main beam 706, with multiple distribution beams 9 arranged laterally and the laying spacing between adjacent distribution beams 9 being 800mm; welding the distribution beams 9 to the first main beam 706, and then laying square timber on the distribution beams 9, with multiple square timbers arranged longitudinally and the spacing between adjacent square timbers being 300mm. In the longitudinal direction of pier section 101, according to the design dimensions of pier section 101, the length of the timbers gradually decreases, thus laying out a triangle to ensure that the timbers meet the support requirements of the bottom formwork and concrete, and then laying the bottom formwork of pier section 101 on the square timbers; both the bottom formwork of pier section 101 and the bottom formwork of pier section 202 are made of plywood.

[0078] Step 6: Tie reinforcing bars on the bottom formwork of pier section 101 and install one side formwork of pier section 101. Tie reinforcing bars on the bottom formwork of pier section 202 and install the second side formwork of pier section 2. Tie reinforcing bars in the space enclosed by the formwork of pier section 3. Connect the tied reinforcing bars with the reinforcing bars of pier section 202. Then pour concrete in layers and sections (including concrete for pier section 1, pier section 2 and pier section 3).

[0079] Both the one-side formwork and the two-side formwork of the pier section adopt integral steel formwork to prevent bulging during concrete pouring and ensure the quality of concrete pouring. Both the one-side formwork and the two-side formwork of the pier section are reinforced with external supports and tie rods. The external supports are made of channel steel. During the reinforcement process, the first end of the external support abuts against the horizontal or vertical ribs of the side formwork, and the second end abuts against the distribution beam 9. Then, the second end of the external support is welded to the distribution beam 9.

[0080] After the reinforcing bars are tied within the space enclosed by the three formwork sections of the pier section, the tied reinforcing bars are welded to the tie rods 16 at the top of the second formwork 14 on the third side of the pier section to further improve the stability of the installation of the three formwork sections of the pier section.

[0081] To ensure the quality of subsequent concrete pouring, an anti-floating structure can be used to prevent the side formwork from floating. (Refer to...) Figure 16 The anti-floating structure includes a connector 25, reinforcing wire 26, turnbuckle 27, and tie ring 28. The connector 25 connects to the exposed reinforcing steel at the top of the pile column 11. The connector 25 and turnbuckle 27 are connected via reinforcing wire 26. The turnbuckle 27 is also connected to tie ring 28, which are respectively installed on the distribution beams 9 of pier section one and pier section two. The anti-floating structure can exert downward pressure on the corresponding side formwork, effectively preventing the side formwork from floating. (Reference) Figure 17 The connector 25 includes a U-shaped part 30, a snap-fit ​​part 29, and a connecting ring 31. Both sides of the U-shaped part 30 pass through the snap-fit ​​part 29, which is connected to the U-shaped part 30 by nuts. The first surface of the snap-fit ​​part 29 is curved, and the second surface is flat (the first and second surfaces are opposite each other, with the first surface closer to the curved surface of the U-shaped part 30). When the connector 25 is connected to the reinforcing bar, it ensures the stability of the connection between the connector 25 and the reinforcing bar, prevents the connector 25 from slipping on the reinforcing bar, and improves the anti-floating effect of the formwork. The U-shaped part 30 and the connecting ring 31 are fixedly connected. The reinforcing wire 26 passes through the connecting ring 31 and is connected to the turnbuckle 27. The reinforcing wire 26 can serve as an adjustment section. When errors occur during the use of the turnbuckle 27, the reinforcing wire 26, as an adjustment section, ensures the stable installation of the anti-floating structure. In application, the reinforcing wire can also be directly sleeved on the exposed reinforcing bar at the top of the pile column 11.

[0082] During the construction of pier section 101 and pier section 202, concrete pouring can be carried out alternately with the reinforcement binding and one-side formwork installation in pier section 101, and alternately with the reinforcement binding and two-side formwork installation in pier section 202. Alternatively, concrete can be poured after the reinforcement binding and one-side formwork installation of pier section 101 are completed, and then after the reinforcement binding and two-side formwork installation of pier section 202 are completed. During the construction of pier section 202, when construction reaches the pre-designated pedestrian step 105, the formwork for pedestrian step 105 is installed at the pre-designated location; when construction reaches the pre-designated pedestrian step 206, the formwork for pedestrian step 206 is installed at the pre-designated location.

[0083] The thickness of the ramp piers ranges from 1.9 to 3.4 meters, using C40 concrete. During the layered and segmented concrete pouring process, the number of layers and the pouring height of each layer are determined based on the different thickness areas of the ramp piers. The pouring height of each layer is not less than 30 cm and not more than 100 cm. For example, refer to... Figure 18 In areas with a thickness of 1.9m, the concrete is poured in four layers, with layer heights of 50cm, 50cm, 50cm, and 40cm from lowest to highest. In areas with a thickness of 2.5m, the concrete is poured in four layers, with layer heights of 50cm, 50cm, 50cm, and 50-100cm from lowest to highest. In areas with a thickness of 3.4m, the concrete is poured in six layers, with layer heights of 50cm, 50cm, 50cm, 50cm, 80cm, and 60cm from lowest to highest. After each layer is poured, the next layer is poured within 7 days. The next layer of concrete is poured after the concrete strength reaches 80% of the design strength. Before pouring, the poured concrete is roughened (the concrete strength to be roughened should not be less than 10MPa, and the roughening depth should be 5-10mm), cleaned, and moistened. After each layer of concrete is poured, a second finishing process is performed to reduce the risk of surface shrinkage cracking. Concrete pouring is carried out continuously. When there is an interruption for any reason, the interruption time is less than the initial setting time of the already poured concrete.

[0084] Before pouring the concrete for the third section of the pier, a water pump is placed in the groove 151 of the end formwork 15 of the third section of the pier to pump out the water within the space enclosed by the formwork. The water pump is then removed from the groove 151. A baffle is placed in the groove 151, and foam rubber sheets are attached to the baffle at the connection opening 150 of the end formwork 15 of the third section of the pier to seal the connection opening 150. Then, a support rod is placed in the groove 151, supporting the baffle between the baffle and the groove wall to ensure the stability of the baffle installation. This prevents concrete from entering the groove through the connection opening 150 during the pouring of the third section of the pier, ensuring the construction quality of the third section of the pier and reducing the difficulty of demolding later.

[0085] During the aforementioned process, concrete, formwork, reinforcing bars, and steel structures were all transported to the construction site via a temporary steel bridge.

[0086] Step 7: After the concrete reaches the demolding strength (100% of the design strength), remove the formwork and the formwork construction platform.

[0087] The dismantling process of the formwork construction platform for Pier Section 101 includes: sending a wire rope to the bottom of Pier Section 101, tying the bottom of the wire rope to the first main beam 706 at the bottom of the bottom formwork of Pier Section 101 using shackles (each first main beam 706 has multiple shackle installation holes along its length), connecting the top of the wire rope to a hand-operated hoist, connecting the hand-operated hoist to the pre-embedded channel steel or reinforcing steel on the top of Pier Section 101, tightening the wire rope with the hand-operated hoist, and then using a floating platform to enter the bottom of Pier Section 101. After the floating platform moves to the preset position of the steel bracket 704, a safety belt is fastened, and the weld of the steel bracket 704 is cut off by gas cutting (the timing of the cutting is determined according to the sea conditions and tide level). Then, using a hand-operated hoist, the bottom formwork is lowered by 0.8-1.2m to the bottom of pier section 101 and between the bottom formwork and the timber. After the bottom formwork and timber are removed, the weld between the first main beam 706 and the distribution beam 9 is cut off by gas cutting. The distribution beam 9 is then cut according to the block diagram. Steel wire ropes are then tied to the distribution beam 9, and a 75t crawler crane is used to pull out the distribution beams 9 one by one and stack them on the temporary steel bridge 4. After all the distribution beams 9 are pulled out, steel wire ropes are tied to the end of the first main beam 706 using a floating platform. These steel wire ropes are also connected to the crawler crane. After the steel wire ropes connecting the first main beam 706 and the hand-operated hoist are disconnected, the crawler crane is used to pull out the first main beam 706, thus realizing the dismantling of the formwork construction platform of pier section 101.

[0088] The dismantling process of the formwork construction platform of pier section 2 102 includes: lowering the bottom formwork by 0.8~1.2m using the lifting rod 806 on the anti-lifting beam 805, and entering the area between the bottom of pier section 2 102 and the bottom formwork to dismantle the bottom formwork and timber. After the bottom formwork and timber are removed, the weld between the second main beam 807 and the distribution beam 9 is cut off by gas cutting, and the distribution beam 9 is cut according to the block diagram. Then, steel wire ropes are tied to the distribution beam 9, and the distribution beam 9 is pulled out one by one by a 75t crawler crane and stacked on the steel temporary bridge 4. After all the distribution beams 9 are pulled out, steel wire ropes are tied to the end of the second main beam 807 using a floating raft. The steel wire ropes are also connected to the crawler crane. After the second threaded sleeve connecting the second main beam 807 and the lifting rod 806 is released, the second main beam 807 is pulled out by the crawler crane. Then, the remaining part of the formwork construction platform of pier section 2 102 is dismantled.

[0089] The dismantling process of the formwork construction platform of pier section 3 103 is roughly the same as that of the dismantling process of the formwork construction platform of pier section 2 102. The difference is that when dismantling the bottom formwork of pier section 3 103, after removing the connecting bolts of the adjacent bottom formwork, the bottom formwork unit and the 75t crawler crane are connected by steel wire rope. The 75t crawler crane is used to pull out the segmented bottom formwork and stack it on the steel temporary bridge 4.

[0090] The above description is merely a detailed illustration of specific embodiments of the present invention and is not intended to limit the invention. Various substitutions, modifications, and improvements made by those skilled in the art without departing from the principles and scope of the present invention should be included within the protection scope of the present invention.

Claims

1. A method of constructing a pier head ramp pier, characterized by, The ramp piers of the pier-type wharf are located on one side of the approach bridge and connected to the approach bridge. The end of the approach bridge away from the shoreline is connected to the wharf. A temporary steel bridge is provided on the side of the approach bridge opposite to the ramp piers of the pier-type wharf. The ramp piers of the pier-type wharf extend to the wharf along the length of the approach bridge. The top elevation of the leading edge of the ramp piers of the pier-type wharf is lower than the top elevation of the wharf. The ramp piers of the pier-type wharf include pier section one, pier section two, and pier section three, which are connected in sequence along the length of the ramp to form an integral structure. The construction method for the ramp piers of the pier-type wharf includes the following steps: Step 1: Construct a temporary steel bridge and build approach piers on one side of the temporary steel bridge along its length. Step 2: Construct the second steel pipe pile group on both sides of the second cast-in-place pile group in pier section 2. The second steel pipe pile group extends to both sides of the pile column at the edge of pier section 3. Step 3: Erect formwork construction platforms on the first pile group of pier section 1, the second pile group of pier section 2, and the pile columns of pier section 3 respectively. Step 4: Adjust the elevation of the formwork construction platform of pier section 2 and pier section 3 respectively, so that the bottom elevation of the formwork construction platform of pier section 3 is lower than the bottom elevation of the formwork construction platform of pier section 2. Then install the formwork of pier section 3 on the formwork construction platform of pier section 3. Step 5: Adjust the formwork construction platform of pier section 3 to lower the bottom formwork of pier section 3 to the preset elevation. After adjusting the bottom elevation of the formwork construction platform of pier section 2 to the preset elevation, install the bottom formwork of pier section 1 and pier section 2 respectively. Step 6: Tie reinforcing bars on the bottom formwork of the first pier section and install the side formwork of the pier section. Tie reinforcing bars on the bottom formwork of the second pier section and install the side formwork of the second pier section. Tie reinforcing bars in the space enclosed by the formwork of the third pier section and pour concrete in layers and sections. Step 7: After the concrete reaches the demolding strength, remove the formwork and formwork construction platform; In step three, the process of erecting a formwork construction platform on the second cast-in-place pile group includes: erecting a construction platform for breaking pile heads in the area of ​​the second cast-in-place pile group to break the pile heads of the second cast-in-place pile group; constructing steel supports on each pile in the middle row of the second cast-in-place pile group area, wherein the steel supports are vertically set and coaxial with the piles; installing anti-hanging beams on the steel pipe piles on both sides of the second cast-in-place pile group and on the steel supports; setting up hanging rod groups at the connection between the anti-hanging beams and each steel pipe pile, and at the connection between the anti-hanging beams and each steel support; setting up a second main beam on both sides of each column of piles, wherein the two ends of the second main beams extend to the steel pipe piles, and the second main beams are located below the anti-hanging beams and perpendicular to the anti-hanging beams; and connecting the second main beams and the corresponding hanging rod groups.

2. The method of constructing a pier head ramp pier according to claim 1, wherein Step three, the process of erecting a formwork construction platform on the first cast-in-place pile group, includes: The first steel pipe pile group was constructed on the left side of the first cast-in-place pile group area, and a support beam was welded to the top of the first steel pipe pile group. Steel brackets are constructed on both sides of each pile in the first cast-in-place pile group area. The steel brackets are set along the longitudinal direction of the first pier section. Along the transverse direction of each row of piles, the installation height of the steel brackets on the piles decreases sequentially. The first main beam is installed on the steel brackets on both sides of each row of piles. The first main beam is set laterally and extends to the support beam.

3. The construction method for the ramp pier of the pier-type wharf according to claim 1, characterized in that, Before installing the steel support, threaded bars are implanted on the corresponding pile column, and a perforated steel plate is welded to the bottom of the steel support. Then, the perforated steel plate on the steel support is made to pass vertically through the threaded bars, and the threaded bars and the perforated steel plate are connected with nuts. The top elevation of the steel support after installation is the same as the top elevation of the second steel pipe pile in the corresponding column.

4. The construction method for the ramp pier of the pier-type wharf according to claim 1, characterized in that, In step six, during the installation of the formwork on one side and / or the formwork on the second side of the pier section, an anti-floating structure is used to prevent the formwork from floating. The anti-floating structure includes a connector, reinforcing steel wire, turnbuckle, and tie ring. The connector is connected to the exposed reinforcing steel at the top of the pile column. The connector is connected to the turnbuckle via reinforcing steel wire. The turnbuckle is also connected to the tie ring. The tie ring is respectively set on the distribution beam of pier section one and pier section two.

5. The construction method for the ramp pier of the pier-type wharf according to claim 4, characterized in that, The connector includes a U-shaped component, a snap-fit ​​component, and a connecting ring. The two sides of the U-shaped component pass through the snap-fit ​​component, and the snap-fit ​​component is connected to the U-shaped component by a nut. The first surface of the snap-fit ​​component is an arc surface, and the second surface is a plane. The U-shaped component and the connecting ring are fixedly connected, and the steel wire passes through the connecting ring and is connected to the turnbuckle.

6. The construction method for the ramp pier of the pier-type wharf according to claim 1, characterized in that, In step six, before pouring the concrete for the third section of the pier, a water pump is placed in the groove of the end formwork of the third section of the pier to pump out the water in the space enclosed by the formwork. Then, the water pump is removed from the groove. A baffle is placed in the groove, and a foam rubber board is pasted on the baffle at the connection point of the end formwork of the third section of the pier to seal the connection point. Then, a support rod is placed in the groove so that the support rod is supported between the baffle and the groove wall.

7. The construction method for the ramp pier of the pier-type wharf according to claim 1, characterized in that, The thickness of the ramp pier of the pier-type wharf is 1.9~3.4m. During the layered concrete pouring process, the number of layers and the pouring height of each layer are determined according to the different thickness areas of the ramp pier of the pier-type wharf. The pouring height of each layer is not less than 30cm and not more than 100cm.

8. The construction method for the ramp pier of the pier-type wharf according to claim 1, characterized in that, In step seven, the dismantling process of the formwork construction platform for pier section one includes: connecting the first main beam at the bottom of the bottom formwork of pier section one to a hand-operated hoist using a steel wire rope; connecting the hand-operated hoist to the pre-embedded channel steel or reinforcing steel at the top of pier section one; tightening the steel wire rope using the hand-operated hoist; using a floating platform to enter the bottom of pier section one; and cutting off the weld seam of the steel bracket using gas cutting; and using the hand-operated hoist to lower the bottom formwork as a whole by 0.8~1.2m to the bottom of pier section one. The bottom formwork and timber were removed from the base formwork; the weld between the first main beam and the distribution beam was cut off by gas cutting, and the distribution beam was cut according to the block diagram; steel wire ropes were tied to the distribution beams, and the distribution beams were pulled out one by one and stacked on the steel temporary bridge using a 75t crawler crane; steel wire ropes were tied to the ends of the first main beam using floating rafts, and these steel wire ropes were also connected to the crawler crane. After disconnecting the steel wire ropes connecting the first main beam and the hand-operated hoist, the first main beam was pulled out using a 75t crawler crane.

9. The construction method of the ramp pier of the pier-type wharf according to any one of claims 1 to 8, characterized in that, The length of the ramp piers of the breakwater wharf shall not be less than 50m and the width shall not be less than 14m. The bottom elevation of pier section one shall be reduced from +3.6m to +3.2m at a slope ratio of 2.6%, and the top elevation shall be reduced from +5.1m to +4.7m at a slope ratio of 2.6%. The bottom elevation of pier section two shall be +1.2m, and the top elevation shall be reduced from +4.7m to +2.6m at a slope ratio of 5.6%. The bottom elevation of pier section three shall be +0m, and the top elevation shall be reduced from +2.6m to +2.2m.

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