Tubular pile construction method for urban river channel

Abstract

The tubular pile construction method comprises the following steps that S1, an auxiliary construction platform is built in an auxiliary mode through the BIM technology, and the auxiliary construction platform is matched with the urban river channel shipping and dynamic water flow environment and used for providing a tubular pile construction working face; and S2, the PLC construction method steel pipe piles are transferred from a storage yard to a preset construction area on the bank side of an urban river channel in a multi-equipment cooperative hoisting mode, and the steel pipe piles are spliced and matched through wedge-shaped elastic locking openings. According to the tubular pile construction method for the urban river channel, an auxiliary construction platform is built in an auxiliary mode through the BIM technology, the problem that traditional platform design is poor in adaptability to river channel shipping, dynamic water flow and construction loads is effectively solved, the platform typesetting optimization efficiency and on-site building precision are remarkably improved, and by means of a multi-equipment cooperative hoisting mode, the construction efficiency is improved. Ordered cooperation of land equipment and water equipment and accurate control over the posture of the pile body are achieved, deviation and collision in the pipe pile transferring process are avoided, and the lifting safety and efficiency are improved.

Description

Technical Field

[0001] This invention relates to the field of urban river water conservancy engineering construction technology, specifically a method for constructing pipe piles for urban rivers. Background Technology

[0002] When constructing pipe piles in urban river environments, it is necessary to adapt to complex conditions such as dynamic river flow, shipping demands along the banks, and the characteristics of soft soil and silty sand foundations. Typically, auxiliary construction platforms are built to provide a working surface, and various types of equipment are used collaboratively to complete the hoisting and sinking of pipe piles. Furthermore, force transmission support and seepage prevention systems must be designed for the pipe pile retaining structure to ensure construction safety and long-term structural stability. Currently, there is still room for improvement in the adaptability and integration of related technologies in the special scenarios of urban rivers. A systematic construction method that can coordinate platform construction, equipment collaboration, force transmission optimization, and seepage prevention is urgently needed.

[0003] Existing urban river pipe pile construction technologies suffer from several problems that hinder construction effectiveness and structural reliability: Auxiliary construction platform setups often rely on traditional experience-based designs, failing to fully integrate BIM technology for layout optimization and adaptation to the river environment. This can lead to mismatches between the platform and shipping requirements, as well as construction loads, impacting operational efficiency. During pipe pile hoisting, insufficient coordination between land and water equipment, and a lack of unified planning for load distribution and pile posture control, can easily result in pile displacement or collisions due to improper equipment compatibility or asynchronous operation, increasing construction risks. The connection nodes between large-angle supports, steel walers, and pipe piles lack efficient force transmission structures, making it difficult to evenly distribute the support force. Under dynamic water flow impact, this can easily lead to loosening and detachment, weakening the overall deformation resistance of the retaining structure. Seepage prevention treatments are often carried out separately for pipe piles or the soil between piles, failing to form a coordinated seepage prevention system. In soft soil and silty sand foundations, leakage can easily occur due to gaps between piles and excessive soil permeability, affecting the performance of the pipe pile retaining structure. Summary of the Invention

[0004] The purpose of this invention is to provide a method for constructing pipe piles in urban waterways to solve the problems mentioned in the background art.

[0005] To achieve the above objectives, the present invention provides the following technical solution: a method for constructing pipe piles for urban waterways, comprising the following steps:

[0006] S1. BIM technology is used to assist in the construction of an auxiliary construction platform, which is adapted to urban river navigation and dynamic water flow environment and is used to provide a working surface for pipe pile construction.

[0007] S2. The PLC method steel pipe piles are transported from the storage yard to the pre-set construction area on the bank of the urban river by means of multi-equipment collaborative hoisting. The steel pipe piles are spliced ​​and adapted by using wedge-shaped elastic locking joints.

[0008] S3. In the construction area, double rows of PLC method steel pipe piles are laid, and annular steel walers are installed on the outside of the steel pipe piles. A large-angle support is set between the steel walers and the steel pipe piles.

[0009] S4. Install a bidirectional fastening block at the connection node between the large-angle support, the steel waler, and the steel pipe pile. The bidirectional fastening block includes a wedge-shaped body adapted to the support angle, two sets of adjusting bolts, and an elastic buffer layer. The support top force is uniformly transmitted to the steel pipe pile by pre-tightening the two sets of bolts in stages.

[0010] S5. Implement coordinated seepage prevention treatment on the steel pipe piles and the soil between the piles to form an overall seepage prevention system for the pipe pile retaining structure, and complete the pipe pile construction.

[0011] Preferably, the multi-device collaborative hoisting in step S2 includes the following step S21:

[0012] S211. The steel pipe pile is lifted using land-based equipment through two lifting points, and transported to the temporary support structure on the shore while maintaining the pile in a horizontal state.

[0013] S212. The water-based operation equipment and the land-based operation equipment work together to lift and move the steel pipe pile to the auxiliary construction platform according to the preset load distribution ratio.

[0014] S213. The water-based operation equipment adjusts the steel pipe pile to a vertical state and aligns it with the preset sinking guide device to complete the alignment.

[0015] Preferably, step S21 further includes equipment adaptation and emergency control step S214:

[0016] S2141. The land-based operation equipment is selected from tracked or wheeled lifting equipment according to the characteristics of the shore foundation, and the water-based operation equipment is equipped with a positioning and anti-water flow deviation system;

[0017] S2142. When environmental parameters exceed preset thresholds, the steel pipe piles are temporarily fixed to the temporary support structure or auxiliary construction platform; when equipment malfunctions, the backup power system is activated to complete the safe lowering of the pile.

[0018] Preferably, the BIM technology-assisted construction of the auxiliary construction platform in step S1 includes the following step S11:

[0019] S111. Establish a parameterized family library for the auxiliary construction platform, the family library including the main components of the platform and the large-angle irregular node model, and input the river topography, water level and construction load parameters;

[0020] S112. Optimize the platform layout scheme based on the BIM model and select implementation schemes that are suitable for the river environment and have a low proportion of non-standard components;

[0021] S113. Prefabricate platform components according to the optimized implementation plan, assemble the components on site, and ensure the platform is compatible and connected with the riverbank and construction area.

[0022] Preferably, the step-by-step pre-tightening of the bidirectional fastening block in step S4 includes the following step S41:

[0023] S411. The wedge-shaped body is embedded in the contact gap between the large-angle support, the steel waler, and the steel pipe pile, so that the wedge-shaped surface is in close contact with the contact surfaces of the two.

[0024] S412. Tighten the bolts arranged parallel to the axis of the steel waler to a first preset preload to eliminate the installation gap between the wedge-shaped body and the steel waler;

[0025] S413. Tighten the bolts arranged along the vertical axis of the large-angle support to the second preset preload, and transmit the support top force through the wedge surface;

[0026] S414. Tighten both sets of bolts to the designed preload, and lock the vertical bolts with an anti-loosening structure.

[0027] Preferably, the co-seepage prevention treatment of the pipe pile and the soil between the piles in S5 includes the following sub-step S51:

[0028] S511. The outer side of the steel pipe pile is treated with anti-corrosion, and the inner side is filled with anti-seepage material. The sealing element of the wedge-shaped elastic lock is made of water-swellable material.

[0029] S512. Fill the area between the double rows of steel pipe piles with impermeable soil in layers, and control the soil compaction to meet the low permeability requirements;

[0030] S513. In the area near the silty sand layer at the bottom of the steel pipe pile, a grouting process is used to form a seepage barrier to block the seepage path at the bottom.

[0031] Preferably, the PLC-based steel pipe pile driving process in step S3 further includes a precise positioning step S31:

[0032] S311. Use a total station, RTK positioning equipment and underwater detection equipment to collect real-time data on the planar position and verticality of the pile during the sinking process;

[0033] S312. Compare the real-time collected data with the preset sinking parameters to identify the deviation of the pile axis and verticality; S313. Dynamic correction: When the deviation exceeds the allowable range, adjust the parameters of the pile driving equipment or correct the pile posture through the limit device until the deviation meets the requirements.

[0034] Preferably, step S31 further includes a sinking order optimization step S314:

[0035] S3141. Adopt a symmetrical pile driving sequence from the middle of the construction area to both sides to reduce the impact of soil compression on the position of the driven piles.

[0036] S3142. Before each pile is driven to the design depth, position data is collected a second time by a sensor installed on the top of the pile to confirm that the deviation is within the allowable threshold.

[0037] Preferably, the platform layout scheme optimization in S112 further includes a verification sub-step S1121:

[0038] S11211. Use the BIM model detection platform to detect spatial conflicts between components and surrounding facilities and steel pipe piles in the river channel, and ensure that the installation gaps meet the construction requirements;

[0039] S11212. According to the preset load combination for urban river construction, verify the stress and stability of the platform components. If the values ​​are not met, return to adjust the model parameters.

[0040] Preferably, the soil optimization between piles in S512 further includes a soil quality control step S5121:

[0041] S51211. Select mixed soil with clay content and gradation that meet the seepage prevention requirements to avoid soil cracking or excessive permeability coefficient;

[0042] S51212. A process combining thin-layer rolling and vibratory compaction is adopted to control the compaction thickness of the soil in layers, ensuring that the compaction degree of each layer meets the standard before the next layer is filled.

[0043] Compared with existing technologies, the beneficial effects of this invention are as follows: This method for constructing pipe piles in urban waterways utilizes BIM technology to assist in building an auxiliary construction platform, effectively solving the problem of poor compatibility between traditional platform design and waterway navigation, dynamic water flow, and construction loads. It significantly improves platform layout optimization efficiency and on-site construction accuracy, reduces the proportion of non-standard components, and lowers the risk of conflict between the platform and the surrounding environment. Through multi-equipment collaborative hoisting, it achieves orderly coordination between land and water equipment and precise control of the pile's posture, avoiding deviation and collisions during pipe pile transportation, thus improving hoisting safety and efficiency. Furthermore, it utilizes bidirectional fastening blocks... The phased pre-tightening design ensures the uniform transmission of the large-angle support force to the steel waler and steel pipe piles, preventing the support nodes from loosening and falling off under the impact of dynamic water flow, and enhancing the overall deformation resistance of the pipe pile retaining structure. At the same time, the steel pipe piles and the soil between the piles are treated together to prevent seepage, thus constructing an integrated seepage prevention system. This solves the leakage problem caused by the gaps between the piles or the excessive permeability coefficient of the soil in traditional separate seepage prevention methods. It significantly improves the seepage prevention reliability of the retaining structure in soft soil and silty sand foundations, and ultimately achieves a comprehensive improvement in the safety, efficiency and long-term structural stability of urban river pipe pile construction, fully adapting to the needs of complex construction environments in urban rivers. Attached Figure Description

[0044] Figure 1 This is a schematic diagram illustrating the construction steps of the pipe pile method for urban waterways according to the present invention. Detailed Implementation

[0045] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0046] Please see Figure 1 This invention provides a technical solution: a method for constructing pipe piles in urban waterways, comprising the following steps:

[0047] S1. Use BIM technology to assist in the construction of an auxiliary construction platform. The auxiliary construction platform is adapted to the urban river navigation and dynamic water flow environment and is used to provide a working surface for pipe pile construction.

[0048] The BIM-assisted construction platform setup in S1 includes the following steps: S111. Establish a parametric family library for the auxiliary construction platform, which includes models of the platform's main components and irregularly shaped nodes at large corners, and input parameters such as river topography, water level, and construction loads; S112. Optimize the platform layout scheme based on the BIM model, and select implementation schemes that are suitable for the river environment and have a low proportion of non-standard components; S113. Prefabricate platform components according to the optimized implementation scheme, and assemble the components on site to ensure the platform's compatibility and connection with the riverbank and construction area.

[0049] The platform layout optimization in S112 also includes the verification sub-step S1121: S11211. Detect spatial conflicts between platform components and surrounding facilities and steel pipe piles through the BIM model to ensure that the installation gaps meet the construction requirements; S11212. Calculate the stress and stability of platform components according to the preset load combination for urban river construction. If the values ​​are not met, return to adjust the model parameters.

[0050] During the BIM-assisted construction platform setup process in S1, the parametric family library in the BIM model building phase must include parametric models of 321-type Bailey beams, I25 distribution beams, 2I45c load-bearing beams, 630×10mm steel pipe piles, 20a channel steel transverse connections, and 10mm patterned steel plate bridge decks. The large-angle irregular node models must correspond to the structural features of the rotatable node connection plates. Input river topography parameters must cover the distribution of soft soil and silt layers in the construction area. Construction load parameters must include load data for pipe pile hoisting equipment, pile driving machinery, and workers. In the scheme optimization phase, when selecting implementation schemes suitable for the river environment, 3m standard Bailey beam segments should be prioritized. At large angles, the angle should be adjusted using 1.5m half-beams and rotatable node connection plates to control the bend angle. The span difference between the Bailey beams on both sides of the node is used to reserve operating space to meet the needs of bolt installation and subsequent maintenance. During the on-site construction phase, when prefabricating components according to the optimized plan, it is necessary to ensure that the spacing of the I25 distribution beams meets the preset requirements. The pile length and sinking depth of the 630×10mm steel pipe piles are adapted to the riverbed foundation conditions. During the assembly process, the reference beam is first installed and the beam end coordinates are calibrated by a total station. After fixing the node plate with punch nails, high-strength bolts are installed one by one. Reinforcing chords are added to the upper and lower chords at the corners. The pier columns are connected laterally by 20a channel steel. After the 10mm patterned steel plate bridge deck is laid, it is firmly fixed to the I25 distribution beam. Finally, the structural dimensions, bearing capacity and connection strength of the auxiliary construction platform meet the requirements of the pipe pile construction operation surface, while avoiding interference with the urban river navigation route and dynamic water flow.

[0051] S2. The PLC method steel pipe piles are transported from the storage yard to the pre-set construction area on the bank of the urban river by a multi-equipment collaborative hoisting method. The steel pipe piles are spliced ​​and adapted by using wedge-shaped elastic locking joints.

[0052] The multi-equipment coordinated hoisting in S2 includes the following steps: S211. Land-based equipment is used to lift the steel pipe pile through double lifting points, keeping the pile horizontal and hoisting it to the temporary support structure on the shore; S212. The water-based equipment and land-based equipment work together to lift the pile, adjusting its posture according to the preset load distribution ratio, and moving the steel pipe pile to the auxiliary construction platform; S213. The water-based equipment adjusts the steel pipe pile to a vertical position and aligns it with the preset sinking guide device to complete the alignment.

[0053] S21 also includes equipment adaptation and emergency control steps S214: S2141. For land-based operations, tracked or wheeled cranes are selected according to the characteristics of the shore foundation, and for water-based operations, positioning and anti-water flow deviation systems are provided; S2142. When environmental parameters exceed preset thresholds, the steel pipe piles are temporarily fixed to temporary support structures or auxiliary construction platforms; in case of equipment malfunction, the backup power system is activated to complete the safe lowering of the piles.

[0054] In the multi-equipment collaborative lifting process of S2, in S211, the land-based operation equipment uses a 25-100t truck crane or a crawler crane suitable for soft soil, depending on the characteristics of the shore foundation. Dual lifting points are set at 1 / 3 and 2 / 3 of the steel pipe pile length. The height of the temporary shore support structure is set at 1.5-2m. The lifting speed maintains the pile in a horizontal state during transport. In S212, the water-based operation equipment uses a 50-200t crawler crane equipped with an RTK positioning system and an anchoring anti-current deviation device. During collaborative lifting, the load is distributed according to a ratio of 30-40% for the land-based operation equipment and 60-70% for the water-based operation equipment. The pile is moved from a horizontal state to a 45°-60° inclined state. Warning lights and anti-collision buffer pads are installed at both ends of the pile. A Beidou positioning chip is installed on the steel pipe pile to dynamically track its spatial coordinates. In S213, after the water-based operation equipment adjusts the steel pipe pile to a vertical state, the pre-aligned sinking guide device needs to be used in conjunction with a PLC vibratory hammer. The excitation force of the vibratory hammer is set to 2... 00-800kN, ensuring controllable verticality deviation during the lowering of steel pipe piles; S2141 The maximum lifting capacity of land-based equipment must be ≥1.2 times the single weight of the steel pipe pile, and the operating radius must be ≥ the distance from the land to the edge of the auxiliary construction platform + 2m. The operating platform of water-based equipment must meet the typhoon and wave resistance level ≥5. Each piece of equipment is equipped with a tension sensor and an inclinometer, and the tension sensor accuracy must meet ±2%; S2142 If the environmental parameters exceed the preset threshold, specifically wind speed >10m / s, the land side of the steel pipe pile will be anchored to the temporary support structure, and the water side will be lowered to the fixed seat of the auxiliary construction platform. If the equipment encounters a hydraulic system failure, the diesel generator will be started as a backup power. The emergency response must be started within 3 minutes and the safe lowering of the pile must be completed within 10 minutes. At the same time, the actions of each piece of equipment will be synchronized through digital trunking walkie-talkies and a visual command platform to avoid damage to the pile caused by sudden load changes or attitude deviations, and to ensure the safe isolation of hoisting operations from urban river navigation.

[0055] S3. Double-row PLC-based steel pipe piles are driven into the construction area. Ring-shaped steel walers are installed on the outside of the steel pipe piles, and large-angle supports are set between the walers and the steel pipe piles. The PLC-based steel pipe pile driving process in S3 also includes a precise positioning step S31: S311. A total station, RTK positioning equipment, and underwater detection equipment are used to collect real-time data on the planar position and verticality of the piles during the driving process. S312. The real-time collected data is compared with preset driving parameters to identify pile axis deviation and verticality deviation. S313. Dynamic correction: When the deviation exceeds the allowable range, the pile driving equipment parameters are adjusted or the pile posture is corrected using a limit device until the deviation meets the requirements.

[0056] S31 also includes the sinking sequence optimization step S314: S3141. Adopt a symmetrical pile sinking sequence from the middle of the construction area to both sides to reduce the impact of soil compression on the position of the already driven piles; S3142. Before each pile is driven to the design depth, position data is collected a second time through the sensor set on the top of the pile to confirm that the deviation is within the allowable threshold.

[0057] During the S3's descent, the PLC-based steel pipe piles used were 630×10mm in size, with wedge-shaped elastic locking joints and rubber seals. A PLC vibratory hammer was used for pile driving, with the excitation force set according to the foundation conditions and pile length. Inclinometers and attitude sensors were installed on the pile top for real-time monitoring of pile verticality and axial deviation. Fiber optic strain sensors were placed in the middle and bottom of the pile to monitor stress distribution during descent. Before descent, a pile guide frame was installed in the construction area. The guide frame was welded from steel sections and plates, with guide rollers installed on the inner side to control the pile's planar position during descent. A total station and RTK positioning equipment were deployed at no fewer than three observation points to form a triangulation measurement. Underwater detection equipment, including multibeam sonar and side-scan sonar, was used to detect the riverbed topography and obstacles around the pile. The data acquisition frequency was no less than 10Hz. During the deviation comparison stage, real-time data was compared with B... The IM model is used to compare the preset pile driving trajectory, plane coordinates, and verticality thresholds to identify the type and magnitude of deviations. During the dynamic correction stage, the power and frequency of the vibratory hammer are adjusted according to the type of deviation, or the lateral force is applied through the guide frame limiting rollers to correct the attitude. During the pile driving sequence optimization stage, a symmetrical pile driving sequence is adopted from the middle of the construction area to both sides, with control piles being driven first and general piles being driven later. Before each pile is driven to the design depth, the pile top sensor collects position data for the second time and compares it with the design parameters. Pile driving can only be stopped after confirming that the deviation is within the allowable range. After the pile driving is completed, the pile top elevation is checked and the axis is re-measured to form a pile driving record and deviation analysis report. This provides basic data for the subsequent installation of steel walers and large-angle supports, ensuring that the installation of the ring steel walers matches the position of the steel pipe piles, and that the connection nodes of the large-angle supports with the steel walers and steel pipe piles are accurate, so that the subsequent installation of bidirectional fastening blocks can achieve uniform force transmission.

[0058] S4. Install bidirectional fastening blocks at the connection nodes of the large-angle support with the steel waler and steel pipe pile. The bidirectional fastening blocks include a wedge-shaped main body adapted to the support angle, two sets of adjusting bolts and an elastic buffer layer. The support top force is evenly transmitted to the steel pipe pile by pre-tightening the two sets of bolts in stages.

[0059] The step-by-step pre-tightening of the bidirectional fastening block in S4 includes the following steps: S411. Embed the wedge-shaped body into the contact gap between the large-angle support and the steel waler and steel pipe pile, so that the wedge-shaped surface is in close contact with the contact surfaces of the two; S412. Pre-tighten the bolts arranged along the parallel axis of the steel waler to the first preset pre-tightening force to eliminate the installation gap between the wedge-shaped body and the steel waler; S413. Pre-tighten the bolts arranged along the vertical axis of the large-angle support to the second preset pre-tightening force, and transmit the support top force through the wedge-shaped surface; S414. Re-tighten the two sets of bolts to the design pre-tightening force, and lock the vertical bolts with an anti-loosening structure.

[0060] During the installation and step-by-step pre-tightening of the bidirectional fastening block in S4, the wedge body is made of high-strength cast steel, and the elastic buffer layer is 3mm thick neoprene rubber, which is adhered to the contact surface of the wedge body. Both sets of adjusting bolts are M30 grade 10.9 high-strength bolts. When embedding the wedge body in S411, it is necessary to ensure that the contact surface of the wedge surface with the large-angle support, steel waler, and steel pipe pile is ≥90%. If necessary, impurities on the contact surface are removed by mechanical grinding. When pre-tightening the bolts parallel to the axis of the steel waler in S412, a torque wrench is used with an accuracy of ±5%. The first preset pre-tightening force is set to 150kN, and the pre-tightening sequence follows the diagonal symmetry principle to gradually eliminate the installation gap between the wedge body and the steel waler. When pre-tightening the bolts perpendicular to the axis of the large-angle support in S413, the second preset pre-tightening force is set to 200kN. kN, the wedge-shaped surface evenly transmits the support force to the steel waler and steel pipe pile, avoiding local stress concentration; the design preload of the two sets of bolts in S414 is set at 250kN, and the diagonal symmetrical sequence is also used during retightening. The anti-loosening structure of the vertical bolts is a combination of double nuts and disc springs. The disc springs can compensate for the bolt loosening amount ≤0.5mm caused by vibration. After retightening, paint is applied to the bolt head for easy inspection later. At the same time, strain gauges are pre-embedded inside the bidirectional fastening block. The strain gauge accuracy is ±2με, and stress data during the transmission of the support force is collected in real time. When the stress concentration coefficient is >1.2, the bolt preload is finely adjusted by 10-20kN to balance the force, ensuring that the support force is continuously and evenly transmitted to the steel pipe pile, and ensuring the stability of the connection node between the large-angle support and the steel waler and steel pipe pile.

[0061] S5. Implement coordinated seepage prevention treatment for the steel pipe piles and the soil between the piles to form an overall seepage prevention system for the pipe pile retaining structure, and complete the pipe pile construction.

[0062] The S5-type seepage prevention treatment for the steel pipe piles and the soil between the piles includes the following sub-steps S51: S511. Anti-corrosion treatment is applied to the outside of the steel pipe piles, and seepage prevention material is injected into the inside. The sealing element of the wedge-shaped elastic lock is made of water-swellable material; S512. Seepage prevention soil is filled in layers in the area between the double rows of steel pipe piles, and the soil compaction is controlled to meet the low permeability requirements; S513. In the area near the silty sand layer at the bottom of the steel pipe piles, a grouting process is used to form a seepage prevention curtain to block the bottom seepage path.

[0063] S512 Soil optimization between piles also includes soil quality control steps S5121: S51211. Select mixed soil with clay content and gradation that meet the seepage prevention requirements to avoid soil cracking or excessive permeability coefficient; S51212. Adopt a process combining thin-layer rolling and vibratory compaction to control the compaction thickness of the soil in layers, and ensure that the compaction degree of each layer meets the standard before the next layer is filled.

[0064] In the process of coordinated seepage prevention treatment of the pipe piles and the soil between the piles in S5, in S511, the outer side of the steel pipe pile is sprayed with an epoxy coal tar anticorrosive layer, and the inner side is injected with a cement-based penetrating crystalline coating. The water-swellable rubber seal of the wedge-shaped elastic lock needs to fit tightly with the inner side of the lock to ensure the seepage resistance of the pile itself. In S512, the seepage prevention soil layered in the area between the double rows of steel pipe piles is a mixture of silty clay and graded sand, with the clay content controlled at 20%-30%, and the layer filling thickness controlled within 30cm. Thin-layer rolling technology is used followed by vibration compaction, and the compaction degree needs to reach more than 93%. The seepage path is blocked by increasing the soil density. In S51211, when selecting the mixed soil, the clay content and gradation need to be tested to avoid the clay content being too low, which would lead to excessive permeability coefficient, or too high, which would lead to soil cracking. In S51212, each layer of soil needs to be compacted. The compaction degree is tested using the ring cutter method, and the next layer of filling can only be carried out after the standard is confirmed to be met, to prevent seepage channels caused by inadequate compaction of each layer. In S513, a high-pressure jet grouting process is used to form a seepage barrier in the area near the silty sand layer at the bottom of the steel pipe pile. The grouting material is quick-setting cement grout, and the grouting pressure and grouting volume are set according to the thickness and permeability characteristics of the silty sand layer to ensure that the seepage barrier covers the silty sand layer area around the bottom of the steel pipe pile. At the same time, fiber optic sensors are pre-embedded inside the interlock of the steel pipe pile to monitor the gap width and seepage pressure data in real time. When the local seepage pressure exceeds the standard, polyurethane material is injected into the gap through the pre-set grouting hole of the steel pipe pile to fill and seal it. Ultimately, the steel pipe pile itself stops water, the soil between the piles prevents seepage, and the bottom seepage barrier works together to form an overall seepage prevention system for the pipe pile retaining structure, which meets the seepage prevention requirements for the construction of pipe piles in urban rivers.

[0065] When using the pipe pile construction method for urban waterways, in the overall construction process from S1 to S5, attention should be paid to the coordination and supplementary details between each step: When constructing the auxiliary construction platform (steel trestle) in S1, the structural dimensions should be controlled according to the specifications of a main bridge length of 108m, a bridge deck net width of 6m, and a standard span of 12m. After the trestle has been erected for 2-3 spans, the preparation work for the steel pipe pile stacking in S2 can be started simultaneously to ensure seamless connection between the trestle working surface and the steel pipe pile hoisting requirements; during the process of driving the steel pipe piles in S3, after every 10m of double-row piles has been driven, the preliminary cleaning work for filling the soil between the piles in S5 should be carried out simultaneously. The process involves a parallel workflow of "platform extension - pile driving - soil preparation"; when installing the ring-shaped steel waler in S3, double-splitting 40b I-beams are used. After the steel waler is fixed to the steel pipe pile, φ50 round steel tie rods are installed between the steel pipe piles on both sides at 2.0m intervals. The ends of the tie rods are firmly welded to the steel pipe piles to enhance the lateral cooperative force-bearing capacity of the steel pipe piles and the waler; after the overall seepage prevention system is completed in S5, a 24-hour water injection test is required on the pipe pile retaining structure. Water is injected into the box formed by the double-row steel pipe piles until it is level with the normal water level of the river. The water level change is monitored by a water level gauge to ensure that the overall permeability coefficient meets the requirement of <1×10⁻ 6 The requirements of cm / s are met, and the pile deviation data of S3, the stress monitoring data of S4, and the seepage pressure data of S5 are summarized to form a complete construction technical archive. This provides parameter basis for the subsequent construction of similar pipe piles in urban waterways. During the implementation of all steps, it is necessary to ensure that the edge of the auxiliary construction platform maintains a safe distance from the waterway navigation route. Under the action of dynamic water flow, the anchoring system of the water operation equipment and the anti-lateral displacement capacity of the steel pipe piles are used to avoid interference with waterway navigation and surrounding facilities caused by construction equipment or structural components.

[0066] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A method for constructing pipe piles in urban waterways, characterized in that, Includes the following steps: S1. BIM technology is used to assist in the construction of an auxiliary construction platform, which is adapted to urban river navigation and dynamic water flow environment and is used to provide a working surface for pipe pile construction. S2. The PLC method steel pipe piles are transported from the storage yard to the pre-set construction area on the bank of the urban river by means of multi-equipment collaborative hoisting. The steel pipe piles are spliced ​​and adapted by using wedge-shaped elastic locking joints. S3. In the construction area, double rows of PLC method steel pipe piles are laid, and annular steel walers are installed on the outside of the steel pipe piles. A large-angle support is set between the steel walers and the steel pipe piles. S4. Install a bidirectional fastening block at the connection node between the large-angle support, the steel waler, and the steel pipe pile. The bidirectional fastening block includes a wedge-shaped body adapted to the support angle, two sets of adjusting bolts, and an elastic buffer layer. The support top force is uniformly transmitted to the steel pipe pile by pre-tightening the two sets of bolts in stages. S5. Implement coordinated seepage prevention treatment on the steel pipe piles and the soil between the piles to form an overall seepage prevention system for the pipe pile retaining structure, and complete the pipe pile construction.

2. The construction method according to claim 1, characterized in that, The multi-device coordinated hoisting in step S2 includes the following step S21: S211. The steel pipe pile is lifted using land-based equipment through two lifting points, and transported to the temporary support structure on the shore while maintaining the pile in a horizontal state. S212. The water-based operation equipment and the land-based operation equipment work together to lift and move the steel pipe pile to the auxiliary construction platform according to the preset load distribution ratio. S213. The water-based operation equipment adjusts the steel pipe pile to a vertical state and aligns it with the preset sinking guide device to complete the alignment.

3. The construction method according to claim 2, characterized in that, S21 also includes equipment adaptation and emergency control steps S214: S2141. The land-based operation equipment is selected from tracked or wheeled lifting equipment according to the characteristics of the shore foundation, and the water-based operation equipment is equipped with a positioning and anti-water flow deviation system; S2142. When environmental parameters exceed preset thresholds, the steel pipe piles are temporarily fixed to the temporary support structure or auxiliary construction platform; when equipment malfunctions, the backup power system is activated to complete the safe lowering of the pile.

4. The construction method according to claim 1, characterized in that, The BIM technology-assisted construction platform setup in step S1 includes the following steps: S11: S111. Establish a parameterized family library for the auxiliary construction platform, the family library including the main components of the platform and the large-angle irregular node model, and input the river topography, water level and construction load parameters; S112. Optimize the platform layout scheme based on the BIM model and select implementation schemes that are suitable for the river environment and have a low proportion of non-standard components; S113. Prefabricate platform components according to the optimized implementation plan, assemble the components on site, and ensure the platform is compatible and connected with the riverbank and construction area.

5. The construction method according to claim 1, characterized in that, The step-by-step pre-tightening of the bidirectional fastening block in S4 includes the following step S41: S411. The wedge-shaped body is embedded in the contact gap between the large-angle support, the steel waler, and the steel pipe pile, so that the wedge-shaped surface is in close contact with the contact surfaces of the two. S412. Tighten the bolts arranged parallel to the axis of the steel waler to a first preset preload to eliminate the installation gap between the wedge-shaped body and the steel waler; S413. Tighten the bolts arranged along the vertical axis of the large-angle support to the second preset preload, and transmit the support top force through the wedge surface; S414. Tighten both sets of bolts to the designed preload, and lock the vertical bolts with an anti-loosening structure.

6. The construction method according to claim 1, characterized in that, The co-seepage prevention treatment of the pipe pile and the soil between the piles in S5 includes the following steps: S51: S511. The outer side of the steel pipe pile is treated with anti-corrosion, and the inner side is filled with anti-seepage material. The sealing element of the wedge-shaped elastic lock is made of water-swellable material. S512. Fill the area between the double rows of steel pipe piles with impermeable soil in layers, and control the soil compaction to meet the low permeability requirements; S513. In the area near the silty sand layer at the bottom of the steel pipe pile, a grouting process is used to form a seepage barrier to block the seepage path at the bottom.

7. The construction method according to claim 1, characterized in that, The PLC-based steel pipe pile driving process described in S3 also includes a precise positioning step S31: S311. Use a total station, RTK positioning equipment and underwater detection equipment to collect real-time data on the planar position and verticality of the pile during the sinking process; S312. Compare the real-time collected data with the preset sinking parameters to identify the deviation of the pile axis and verticality; S313. Dynamic correction: When the deviation exceeds the allowable range, adjust the parameters of the pile driving equipment or correct the pile posture through the limit device until the deviation meets the requirements.

8. The construction method according to claim 7, characterized in that, S31 further includes a sinking order optimization step S314: S3141. Adopt a symmetrical pile driving sequence from the middle of the construction area to both sides to reduce the impact of soil compression on the position of the driven piles. S3142. Before each pile is driven to the design depth, position data is collected a second time by a sensor installed on the top of the pile to confirm that the deviation is within the allowable threshold.

9. The construction method according to claim 4, characterized in that, The platform typesetting scheme optimization in S112 also includes a verification step S1121: S11211. Use the BIM model detection platform to detect spatial conflicts between components and surrounding facilities and steel pipe piles in the river channel, and ensure that the installation gaps meet the construction requirements; S11212. According to the preset load combination for urban river construction, verify the stress and stability of the platform components. If the values ​​are not met, return to adjust the model parameters.

10. The construction method according to claim 6, characterized in that, The soil optimization between piles in S512 also includes soil quality control step S5121: S51211. Select mixed soil with clay content and gradation that meet the seepage prevention requirements to avoid soil cracking or excessive permeability coefficient; S51212. A process combining thin-layer rolling and vibratory compaction is adopted to control the compaction thickness of the soil in layers, ensuring that the compaction degree of each layer meets the standard before the next layer is filled.

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