Half-through arch bridge erection equipment based on synchronous erection of arched beams and construction method

Abstract

The invention discloses a half-through arch bridge erection device based on arched girder synchronous erection and a construction method. The half-through arch bridge erection device comprises an integrated arched girder crane system, an intelligent monitoring-central control module and two control methods of graded buckle cable tensioning-ballasting cooperation and temperature-displacement double-closed-loop closure. Through the double-hoisting-arm structure of the integrated arched girder crane, the function of synchronously hoisting an arch rib and a steel truss girder is achieved, the problems that a single arch climbing crane works alternately and the working procedure interval is long are solved, and the technical effects that compared with the prior art, the mid-span erection construction period is shortened by 12% (380 days to 335 days), and the effective construction duration per day is prolonged to 10 hours from 6 hours are achieved; and a 500t crawler crane used in the existing technical scheme is completely used for assisting in mounting, and additional equipment cost does not need to be increased.

Description

Technical Field

[0001] This invention relates to the field of bridge engineering construction technology, specifically to an erection equipment and construction method for a mid-span arch bridge based on the synchronous erection of arches and beams. Background Technology

[0002] Mid-span steel truss arch bridges are widely used in cross-river transportation projects, and the core of their construction lies in the coordinated construction of the "arch-beam-cable". The industry generally adopts a scheme that mainly involves asynchronous erection of the arch and beam, which has core problems such as long construction period, redundant equipment investment, fragmented stress system, and poor closure accuracy, making it difficult to balance efficiency and safety.

[0003] The existing solutions have several shortcomings. First, the single-arm climbing crane requires frequent posture switching, leading to delayed process connections and failing to fully utilize the efficiency of synchronous construction. Second, the parameters for counterweight and cable tensioning are vague and asynchronous, leaving a risk of sudden increases in local stress; the cables are only physically synchronized without achieving coordinated force distribution. Third, the closure adjustment does not consider the impact of temperature, making accuracy susceptible to environmental fluctuations and insufficiently guaranteeing the lateral stiffness of the structure. Therefore, there is an urgent need for integrated erection equipment and precise control methods to address these remaining issues and improve erection efficiency, safety, and accuracy. Summary of the Invention

[0004] This application proposes an erection equipment and construction method for a mid-span arch bridge based on the synchronous erection of arch beams. It aims to solve the technical problems of low construction efficiency, excessive structural stress, and insufficient closure accuracy caused by the lack of an integrated system that integrates the entire process of equipment and technology, as well as the lack of precise means for the coordination of cable tensioning and ballast and the control of closure posture.

[0005] To achieve the above objectives, this application adopts the following technical solution: a construction method for erecting a mid-span arch bridge based on the synchronous erection of arches and beams, comprising: S1: Construct temporary access roads on the downstream side of A and B, construct bored piles, pile caps and pier bodies for piers 1-4, and temporarily do not pour the bearing pads for each pier, erect temporary supports, construction platforms and mast crane foundations for the side spans and install a 120t mast crane, install the adjustment system for side piers 1 and 4, and prefabricate and store concrete bridge decks. S2: Use a 500t crawler crane to install the first and second section members, and simultaneously install the corresponding section bridge panels; S3: Use a 500t crawler crane to install and debug a 100t arch-climbing crane, and simultaneously install the third section member and the corresponding section bridge panel; S4: Pour concrete for the pad stones of main piers #2 and #3, and use a 100t climbing arch crane to install them to the 8th section, and install the permanent supports and adjustment system for main piers #2 and #3; S5: Use a 100t climbing arch crane to install G10 members, adjust the posture of G10 members through the No. 1 and No. 2 pier adjustment systems to complete the A side span pier, and use the No. 4 and No. 3 pier adjustment systems to complete the B side span pier. S6: Use a 100t arch-climbing crane to install the remaining members of the 9th section; S7: The 12th section of the member was installed using a 100t climbing arch crane. The posture of the steel truss beams on the side spans of A and B was adjusted. The supports of the main piers #2 and #3 were adjusted, grouted, and temporarily locked. The steel beams of the side piers #1 and #4 were lifted to free the temporary piers / supports. The side span was then ballasted after the steel beams were lowered. The temporary support of the side span was then removed. S8: A 100t climbing arch crane is used to simultaneously install the main beam members, arch rib members and corresponding slings of the 12th section of the middle span. A 400t.m tower crane is installed upstream and downstream of piers #2 and #3. The tower crane is used to install the tower clamping system and wind cables and tension them. S9: Cantilever erection of sections C15, G15, A16E16, tower crane lifting and installation of tower clamps and second and third wind cables, tower crane lowering to free height; S10: Cantilever erection of sections C16, G16, A17E17, second counterweighting, hanging No. 1 back cable and tensioning; S11: Cantilever erection of sections C17, C18G18, C19G19, G17, A18E18, and A19E19, third counterweighting, hanging #2 back cable and initial tensioning; S12: Cantilever erection of sections C20G20, C21G21, C22G22, A20E20, A21E21, and A22E22, with No. 3 back cable attached and tensioned; S13: The arch-climbing crane on side B travels to section 22# and lifts the lower chord, diagonal web members, and upper chord members of the arch rib closure section to connect with node 22# on side B. The closure opening posture is adjusted to complete the arch rib closure and the temporary limit of main pier #2 is released. S14: The arch climbing crane on side B reaches section 22# and hoists the arch rib closure segment member C23G23 to connect with node 22# on side B. Adjust the closure opening posture to complete the arch rib closure and release the temporary longitudinal bridge direction limit of main pier #2. S15: Unload the side span ballast in stages, lift the No. 1 and No. 3 side pier supports to the design elevation and construct the support pad stones, adjust and grout the side pier supports, lift the tower crane and dismantle the tower buckling system, retract the climbing arch crane and install the auxiliary works at the same time, and dismantle the climbing arch crane. S16: Construction of the second phase of the permanent load and bridge deck ancillary facilities, and completion of the entire bridge erection.

[0006] Furthermore, in step S3, the commissioning of the 100t climbing arch crane includes unloaded testing of lifting, luffing, and traveling actions, with a braking error ≤2mm, and a test lift using a 50t test weight; in step S5, the attitude of the G10 member is monitored by a displacement sensor, with a vertical elevation error ≤3mm.

[0007] Furthermore, in step S7, the side span weight density is 55t / m, covering a 24m range of the side span; in step S8, the sling is pre-tensioned to 25%-35% of the design force, and the sling is a Φ15.24mm steel strand.

[0008] Furthermore, in steps S10, S11, and S12, the counterweight and back tensioning adopt one of the following two schemes: Option A: The second load is 100t, the third load is 150t, and the No. 1 back cable is tensioned to 60% of the design force, the No. 2 cable to 70%, and the No. 3 cable to 80%. Option B: The second load is 120t, the third load is 180t, and the No. 1 back cable is tensioned to 55% of the design force, No. 2 to 65%, and No. 3 to 75%.

[0009] Furthermore, in steps S13 and S14, the temperature of the closure joint is monitored by a PT100 temperature sensor. When the ambient temperature is stable at 15-25℃ and the daily average temperature difference is ≤3℃, the closure is carried out, and the gap at the closure joint is controlled at 2±0.5mm.

[0010] Furthermore, in step S1, the bored piles of piers 1-4 are 8 piles with a diameter of 1.5m for piers 1 and 4, and 12 piles with a diameter of 2.0m for main piers 2 and 3; the temporary support for the side span adopts Φ609×16mm steel pipe piles with a lateral spacing of 2.8-3.2m; the concrete bridge deck is C50 steel fiber concrete with a thickness of 24-26cm.

[0011] Furthermore, in step S15, the unloading speed of the side span weight-bearing stage is 80-120t per day; in step S16, the second-stage dead load includes a 10-12cm thick asphalt concrete bridge deck pavement and a 14-18mm thick orthotropic steel bridge deck.

[0012] Furthermore, the equipment used to implement the method includes a 100t arch-climbing crane, a 500t crawler crane, a 400t.m tower crane, a 120t mast crane, an intelligent monitoring module, and a central control module; the 100t arch-climbing crane integrates a main lifting arm, an auxiliary lifting arm, and an adaptive walking mechanism, the main lifting arm has a rated lifting capacity of 80-120t, the auxiliary lifting arm has a rated lifting capacity of 60-90t, and the two are arranged at an angle of 100°-130°.

[0013] Furthermore, the intelligent monitoring module includes a vibrating wire stress sensor, a GNSS displacement sensor, and a PT100 temperature sensor. The stress sensor is installed at the arch rib nodes C6-C11 and C15-C22, and the displacement sensor is installed at the ends of segments A8, A12, A17, and A22.

[0014] Furthermore, the central control module is equipped with an arch-beam collaborative control algorithm, which communicates with the 100t arch-climbing crane and the intelligent monitoring module, and outputs crane action, cable tensioning and weight adjustment commands to control the cable tensioning accuracy to ±1% and the weight error to ≤5%.

[0015] The present invention has the following beneficial effects: 1. This application provides a mid-span arch bridge erection equipment and construction method based on synchronous arch-beam erection. Through the dual-lifting arm structure of the integrated arch-beam crane (main arm lifts the arch rib, auxiliary arm lifts the beam segment), the function of synchronously lifting the arch rib and steel truss beam is achieved. This solves the problem of alternating operation and long process intervals of a single climbing arch crane. It achieves the technical effect of shortening the mid-span erection period by 12% (380 days → 335 days) and extending the effective daily construction time from 6 hours to 10 hours. Moreover, it uses the 500t crawler crane used in the prior art for auxiliary installation, without the need for additional equipment costs.

[0016] 2. This application provides an erection equipment and construction method for a mid-span arch bridge based on synchronous arch-beam erection. Through a graded control structure of tensioning and counterweight coordination (sub-schemes A / B, clearly defining counterweight and tensioning parameters), it achieves the function of balancing and adjusting the cable force and the counterweight of the side span, solving the problems of ambiguity in counterweight and tensioning parameters and excessive stress at nodes. It achieves the technical effect of reducing the maximum stress at the C10 node of the steel truss arch from 280MPa to 240MPa (a reduction of 14.3%) and increasing the structural safety factor by 15%. The counterweight range is fully matched with the 24m requirement of the side span.

[0017] 3. This application provides a mid-span arch bridge erection equipment and construction method based on synchronous arch-beam erection. Through a temperature-displacement dual closed-loop closure control structure (PT100 sensor + jack fine adjustment), it achieves precise control of the closure posture, solving the problems of low closure accuracy in the prior art due to the lack of consideration for temperature influence. It achieves the technical effect of improving the arch rib closure accuracy from 3.5mm to 2.0mm (an improvement of 42.9%), avoiding secondary welding and repair, and saving 1.8 million yuan in construction costs.

[0018] 4. This application provides a mid-span arch bridge erection equipment and construction method based on synchronous arch-beam erection. Through the pre-tensioning structure of the suspenders (synchronously tensioned to 30% of the design force as the arch rib is hoisted), the function of "arch-beam-cable" coordinated force bearing is achieved, which solves the problem in the prior art that the suspenders are only physically synchronized and the arch body is subjected to force alone. It achieves the technical effect of reducing the maximum deflection at mid-span from 15mm to 8mm (better than the design limit of 10mm) and reducing the workload of subsequent cable force adjustment by 60%. Attached Figure Description

[0019] The accompanying drawings, which form part of this specification, illustrate embodiments disclosed in this application and, together with the specification, serve to explain the principles disclosed in this application.

[0020] This disclosure will become clearer with reference to the accompanying drawings and the following detailed description, wherein: Figure 1 This is a flowchart illustrating the implementation of the present invention; Figure 2 This is a schematic diagram of step one of the present invention; Figure 3 This is a schematic diagram of step two of the present invention; Figure 4 This is a schematic diagram of step three of the present invention; Figure 5 This is a schematic diagram of step four of the present invention; Figure 6 This is a schematic diagram of step five of the present invention; Figure 7 This is a schematic diagram of step six of the present invention; Figure 8 This is a schematic diagram of step seven of the present invention; Figure 9 This is a schematic diagram of step eight of the present invention; Figure 10 This is a schematic diagram of step nine of the present invention; Figure 11 This is a schematic diagram of step ten of the present invention; Figure 12 This is a schematic diagram of step eleven of the present invention; Figure 13 This is a schematic diagram of step twelf of the present invention; Figure 14 This is a schematic diagram of step thirteen of the present invention; Figure 15 This is a schematic diagram of step fourteen of the present invention; Figure 16 This is a schematic diagram of step fifteen of the present invention; Figure 17 This is a schematic diagram of step sixteen of the present invention. Detailed Implementation

[0021] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of this application.

[0022] Please see Figure 1-17 As shown, a mid-span arch bridge erection equipment based on synchronous arch-beam erection includes a 100t arch-climbing crane, a 500t crawler crane, a 400t.m tower crane, a 120t mast crane, an intelligent monitoring module, and a central control module. The 100t arch-climbing crane integrates a main lifting arm, an auxiliary lifting arm, and an adaptive walking mechanism. The rated lifting capacity of the main lifting arm is 80-120t, and the rated lifting capacity of the auxiliary lifting arm is 60-90t. The two are arranged at an angle of 100°-130°.

[0023] The integrated arch beam crane includes the following: ① Main lifting boom: rated lifting capacity of 100t, boom length of 25m, with hydraulic grippers at the end (clamping force of 500kN, suitable for C6-C23 arch rib segments, such as C23G23 weighing 56.45t); ② Auxiliary lifting boom: rated lifting capacity of 80t, at a 120° angle to the main boom (to avoid interference), boom length of 20m, with an electromagnetic chuck at the end (adsorption force of 400kN, suitable for A1E1-A23E23 beam segments, such as A23E23 weighing 51.44t); ③ Adaptive travel track: fixed to the steel truss beam by M30 high-strength bolts (preload force of 200kN), with guide wheels on both sides (lateral deviation ≤1mm), requiring no additional foundation.

[0024] Intelligent monitoring module: ① Stress sensor: vibrating wire type (accuracy ±0.1MPa), attached to the arch rib nodes of C6-C11 and C15-C22 (12 in total), corresponding to the cantilever erection stage in steps nine to twelve; ② Displacement sensor: GNSS type (planar accuracy ±3mm), deployed at the ends of beam segments A8, A12, A17, and A22 (segment number, 4 in total), corresponding to the attitude adjustment in steps four, seven, ten, and thirteen; ③ Temperature sensor: PT100 type (accuracy ±0.1℃), welded to both sides of the closure joint (closure segments C23G23 and A23E23, 4 in total), corresponding to the closure stage in steps thirteen and fourteen.

[0025] Central control module: Equipped with "arch-beam collaborative algorithm", using industrial-grade PLC (operation speed 0.1ms / step), receiving monitoring data (sampling frequency 1Hz), and outputting commands to control: ① lifting speed of 500t crawler crane (0.5m / min, steps two and three); ② tension pressure of buckle cable (Φ32mm buckle back cable, steps ten, eleven, and twelve); ③ number of counterweight blocks (counterweight between segments #2 and #3, steps ten and eleven).

[0026] Auxiliary equipment: 500t crawler crane (working radius 18m), 400t.m tower crane (working radius 50m), 120t mast crane (working radius 15-30m).

[0027] A construction method for erecting a mid-span arch bridge based on the synchronous erection of arches and beams includes the following steps: Step 1: Construction Preparation 1. Construct a temporary access road downstream of side A, and a temporary access road downstream of side B (6m wide, hardened with C20 concrete, 20cm thick).

[0028] 2. Construct bored piles for piers 1-4 (8 piles of Φ1.5m for side piers 1 and 4, and 12 piles of Φ2.0m for main piers 2 and 3), pile caps (side piers 10.1m×9.1m×3m, main piers 18.2m×13.2m×4m), and pier bodies (side piers 4.5m×4m, main piers 7.0m×5.0m); the bearing pads for each pier will not be poured yet.

[0029] 3. Erect temporary scaffolding for the side spans (Φ609×16mm steel pipe piles, with a horizontal spacing of 3m); erect the construction platform and mast crane foundation; install a 120t mast crane.

[0030] 4. Install the adjustment system for side piers #1 and #4 (320t vertical jacks + 100t lateral correction device).

[0031] 5. Precast concrete bridge deck (C50 steel fiber reinforced concrete for side spans, 25cm thick, 30t per piece) and store it.

[0032] This step completes the pre-construction preparations, laying the foundation for subsequent segment installation.

[0033] Step Two: Installation and Commissioning of Integrated Equipment 1. Use a 500t crawler crane (working radius 18m) to install the first and second sections of the rod (A1E1-A2E2, weight 102.15t; A3E3, weight 65.07t).

[0034] 2. Install the corresponding bridge deck panels (side span composite bridge deck, 30t per panel) simultaneously.

[0035] This step utilizes a 500t crawler crane to complete the initial segment erection, while simultaneously installing the bridge deck to improve efficiency.

[0036] Step 3: 1. Use a 500t crawler crane to install a 100t arch-climbing crane (i.e., the foundation of the integrated arch beam crane), and debug and test the arch-climbing crane; debug through the central control module: ① test the lifting, luffing, and traveling actions under no-load conditions (braking error ≤2mm); ② test lift a 50t test weight block to verify the lifting accuracy.

[0037] 2. The third section member (A4E4, weighing 77.27t) was installed synchronously using a 500t crawler crane.

[0038] 3. Install the corresponding bridge panels simultaneously.

[0039] This step incorporates intelligent debugging to ensure the accuracy of the arch-climbing crane and avoid subsequent installation deviations.

[0040] Step Four: 1. Pour concrete (C50 concrete, 30cm thick) for the pad stones of main piers #2 and #3.

[0041] 2. Continue installation up to the 8th section (A8E8, weight 86.4t) using a 100t arch-climbing crane (integrated crane main boom).

[0042] 3. Install permanent bearings (GPZ(Ⅱ)5000DX type, bearing capacity 5000kN) and adjustment system for main piers #2 and #3.

[0043] This step completes the installation of the main pier support, preparing for the installation of the side span pier.

[0044] Step 5: 1. A 100t arch-climbing crane was used to install the G10 rod (weighing 97.78t).

[0045] 2. The central control module receives displacement sensor data and controls the adjustment system of pier #1 and pier #2 to adjust the posture of G10 members (vertical elevation error ≤3mm) to complete the pier on side span A.

[0046] 3. Similarly, control the positioning system of pier #4 and pier #3 to adjust the attitude of G10 member and complete the pier on side span B.

[0047] This step improves the accuracy of the G10 member on the pier by displacement monitoring, avoiding the accumulation of errors from manual adjustment.

[0048] Step Six: 1. Use a 100t arch crane (integrated crane) to continue installing the remaining members of the 9th section (A9E9, weight 65.68t; web members and horizontal bracing, weight 18t).

[0049] This step completes the structure of the 9th segment, laying the groundwork for the erection of the 12th segment.

[0050] Step Seven: 1. The 12th section member (A12, weighing 97.62t) was installed using a 100t arch crane.

[0051] 2. The central control module controls the adjustment system of pier #1 and pier #2 to adjust the posture of the steel truss beam on side span A; the support of pier #2 is precisely adjusted (elevation error ≤1mm) and grouted (CGM-4 type non-shrink grout); the support at pier #2 is temporarily locked, the temporary support at pier #1 is longitudinally released, and the temporary support on the downstream side is laterally limited.

[0052] 3. Similarly, adjust the positioning system of piers #4 and #3 to adjust the posture of the steel truss beam on side span B; precisely position and grout the support of pier #3; temporarily lock the support at pier #4, release the temporary support longitudinally at pier #1, and limit the temporary support laterally on the downstream side.

[0053] 4.1 The steel beam at the side pier was lifted (320t jacks, staged lifting ≤5mm) to detach the temporary pier on side A; the steel beam at the side pier was lifted to detach the temporary support on side B.

[0054] 5. The steel beams are lowered, and the side spans begin to be tackled (55t / m, covering a 24m range of the side spans, with a total tack of 1320t).

[0055] 6. Remove the temporary support system for the side span.

[0056] This step completes the fixation of the side span's posture and the removal of the temporary support, and clarifies the counterweight parameters.

[0057] Step 8: 1. A 100t arch crane is used to install the 12th arch rib member (C12, weighing 54.19t) in the middle span using the main boom. The auxiliary boom simultaneously installs the main beam member (A12, weighing 97.62t). The slings (Φ15.24mm steel strands) at the corresponding nodes are hoisted together with the arch rib member. The central control module controls the pretensioning of the slings to 30% (50kN) of the design force, forming a temporary "arch-beam-cable" force-bearing system.

[0058] 2. Install one 400t.m tower crane upstream and downstream of piers #2 and #3 respectively.

[0059] 3. A 400t.m tower crane is used to install the tower clamping system (Φ800×20mm steel pipe, height 50m), and the corresponding wind cable (Φ28mm steel wire rope) is installed and tensioned simultaneously (control force 500kN).

[0060] This step adds pre-tensioning to the existing "sling installation" method to balance the forces on the arch in advance and avoid the defects of slings only being physically synchronized.

[0061] Step Nine: 1. Cantilever erection of C15, G15, A16E16 sections (C15 weight 28.63t, G15 weight 57.60t, A16E16 weight 50.13t). 2. The tower crane is simultaneously lifted and the tower is installed. The second and third wind cables are simultaneously installed and tensioned (control force 550kN). 3. After the tower crane is installed, lower the tower crane section to its free height.

[0062] This step involves advancing the mid-span cantilever erection and improving the tower-mounted wind cable system.

[0063] Step 10: 1. Cantilever erection of C16, G16, A17E17 sections (C16 weight 28.64t, G16 weight 55.89t, A17E17 weight 50.13t). 2. Apply a second layer of weight between segments #2 and #3 (100t, C30 concrete blocks, 2m×2m×1.25m). 3. Hang the No. 1 back cable and complete the tensioning (60% of the design force, 180kN); the central control module monitors the stress at node C16 in real time to ensure ≤240MPa.

[0064] This step clarifies the weight parameters, establishes the synergistic relationship between weight and tension, and resolves stress exceedances caused by parameter ambiguity.

[0065] Step Eleven: 1. Cantilever erection of C17, C18G18, C19G19, G17, A18E18A, and A19E19 sections (C17 weighs 29.78t, C18G18 weighs 66.98t, and A18E18 weighs 50.13t). 2. A third compaction (150t) is carried out between segments C17 and C18. 3. Hang the No. 2 back cable and complete the initial tension (70% of the design force, 210kN); monitor the stress at node C18 with a stress sensor and ensure it is ≤240MPa.

[0066] This step further coordinates the pressure and tensioning to ensure the structural stability of the mid-span cantilever stage.

[0067] Step Twelve: 1. Cantilever erection of sections C20G20, C21G21, C22G22, A20E20, A21E21, and A22E22 (C20G20 weighs 64.01t, and A20E20 weighs 50.13t). 2. Hang the No. 3 back cable and complete the tensioning (80% of the design force, 240kN). The stress sensor monitors the stress at node C20 to be ≤240MPa.

[0068] This step completes the erection of all segments before closure, and tensions the cables to the design force to prepare for closure.

[0069] Step Thirteen: 1. The central control module monitors temperature sensor data. When the ambient temperature is stable at 18±2℃ (daily average temperature difference ≤3℃), the B-side arch-climbing crane moves to section 22# and sequentially lifts the lower chord (weight 22t), diagonal web member (weight 18t), and upper chord (weight 25t) of the arch rib closure section, connecting them with section 22# on the B side.

[0070] 2. Using the side support points to lift the beam (320t jacks, graded lifting ≤2mm), and adjusting the longitudinal position of the main pier to adjust the arch rib closure posture (gap 2±0.5mm), the arch rib closure is completed.

[0071] 3. Release the temporary restraints on the No. 2 main pier.

[0072] This step incorporates temperature control to improve closure accuracy and address the issue of temperature deformation that was not previously considered.

[0073] Step Fourteen: 1. Maintain a stable temperature (18±2℃). The arch-climbing crane on side B moves to section 22 and lifts the arch rib closure section member C23G23 (weight 56.45t), connecting it with node 22 on side B. The upper and lower horizontal bracing of the main arch will not be installed for the time being.

[0074] 2. The arch rib closure was completed by adjusting the longitudinal position of the main pier and lowering the beam using the side support points. The arch rib closure was completed by adjusting the longitudinal position of the main pier and adjusting the closure position of the arch rib.

[0075] 3. Release the temporary longitudinal bridge restriction on the No. 2 main pier.

[0076] This step ensures the accuracy of the closure, following the sequence of "arch first, then beam".

[0077] Step Fifteen: 1. Gradual unloading of side spans (100 tons unloaded per day, to be completed in 13 days).

[0078] 2.1# and 3# side pier support points are jacked up to the design elevation (320t jack), and the side pier support pad stones (C50 concrete, 20cm thick) are constructed.

[0079] 3. Precise positioning and grouting of the side pier supports.

[0080] 4. Lift the upstream and downstream tower cranes and dismantle the tower clamping system.

[0081] 5. The arch-climbing crane retracts, and auxiliary works (crash barriers, lighting brackets) are installed simultaneously during the process.

[0082] 6. Dismantling of the arch-climbing crane.

[0083] This step involves structural adjustments and equipment removal after the closure is completed.

[0084] Step Sixteen: 1. Complete the second phase of construction of the dead load (10cm upper layer asphalt concrete pavement, 16mm lower layer orthotropic steel bridge deck) and bridge deck ancillary facilities (traffic signs and markings, signal monitoring, electrical lighting), and complete the construction of the entire bridge.

[0085] Once this step is completed, the conditions for opening to traffic will be met, and the entire process will be finished.

[0086] In steps S10, S11, and S12 of this application, the counterweight and back tensioning adopt one of the following two methods: Option A: The second load is 100t, the third load is 150t, and the No. 1 back cable is tensioned to 60% of the design force, the No. 2 cable to 70%, and the No. 3 cable to 80%. Option B: The second load is 120t, the third load is 180t, and the No. 1 back cable is tensioned to 55% of the design force, No. 2 to 65%, and No. 3 to 75%.

Claims

1. A method for constructing a mid-span arch bridge based on the synchronous erection of arches and beams, characterized in that, include: S1: Construct temporary access roads on the downstream side of A and B, construct bored piles, pile caps and pier bodies for piers 1-4, and temporarily do not pour the bearing pads for each pier, erect temporary supports, construction platforms and mast crane foundations for the side spans and install a 120t mast crane, install the adjustment system for side piers 1 and 4, and prefabricate and store concrete bridge decks. S2: Use a 500t crawler crane to install the first and second section members, and simultaneously install the corresponding section bridge deck; S3: Use a 500t crawler crane to install and debug a 100t arch-climbing crane, and simultaneously install the third section member and the corresponding section bridge panel; S4: Pour concrete for the pad stones of main piers #2 and #3, and use a 100t climbing arch crane to install them to the 8th section, and install the permanent supports and adjustment system for main piers #2 and #3; S5: Use a 100t climbing arch crane to install G10 members, adjust the posture of G10 members through the No. 1 and No. 2 pier adjustment systems to complete the A side span pier, and use the No. 4 and No. 3 pier adjustment systems to complete the B side span pier. S6: Use a 100t arch-climbing crane to install the remaining members of the 9th section; S7: The 12th section of the member was installed using a 100t climbing arch crane. The posture of the steel truss beams on the side spans of A and B was adjusted. The supports of the main piers #2 and #3 were adjusted, grouted, and temporarily locked. The steel beams of the side piers #1 and #4 were lifted to free the temporary piers / supports. The side span was then ballasted after the steel beams were lowered. The temporary support of the side span was then removed. S8: A 100t climbing arch crane is used to simultaneously install the main beam members, arch rib members and corresponding slings of the 12th section of the middle span. A 400t.m tower crane is installed upstream and downstream of piers #2 and #3. The tower crane is used to install the tower clamping system and wind cables and tension them. S9: Cantilever erection of sections C15, G15, A16E16, tower crane lifting and installation of tower clamps and second and third wind cables, tower crane lowering to free height; S10: Cantilever erection of sections C16, G16, A17E17, second counterweighting, hanging No. 1 back cable and tensioning; S11: Cantilever erection of sections C17, C18G18, C19G19, G17, A18E18, and A19E19, third counterweighting, hanging #2 back cable and initial tensioning; S12: Cantilever erection of sections C20G20, C21G21, C22G22, A20E20, A21E21, and A22E22, with No. 3 back cable attached and tensioned; S13: The arch-climbing crane on side B travels to section 22# and lifts the lower chord, diagonal web members, and upper chord members of the arch rib closure section to connect with node 22# on side B. The closure opening posture is adjusted to complete the arch rib closure and the temporary limit of main pier #2 is released. S14: The arch climbing crane on side B reaches section 22# and hoists the arch rib closure segment member C23G23 to connect with node 22# on side B. Adjust the closure opening posture to complete the arch rib closure and release the temporary longitudinal bridge direction limit of main pier #2. S15: Unload the side span ballast in stages, lift the No. 1 and No. 3 side pier supports to the design elevation and construct the support pad stones, adjust and grout the side pier supports, lift the tower crane and dismantle the tower buckling system, retract the climbing arch crane and install the auxiliary works at the same time, and dismantle the climbing arch crane. S16: Construction of the second phase of the permanent load and bridge deck ancillary facilities, and completion of the entire bridge erection.

2. The construction method for erecting a mid-span arch bridge based on synchronous arch-beam erection according to claim 1, characterized in that, In step S3, the commissioning of the 100t climbing arch crane includes unloaded testing of lifting, luffing, and traveling movements, with a braking error ≤2mm, and a test lift using a 50t test weight; in step S5, the attitude of the G10 member is monitored by a displacement sensor, with a vertical elevation error ≤3mm.

3. The construction method for erecting a mid-span arch bridge based on synchronous arch-beam erection according to claim 1, characterized in that, In step S7, the side span weight density is 55t / m, covering a 24m range of the side span; in step S8, the sling is pre-tensioned to 25%-35% of the design force, and the sling is a Φ15.24mm steel strand.

4. The construction method for erecting a mid-span arch bridge based on synchronous arch-beam erection according to claim 1, characterized in that, In steps S10, S11, and S12, the counterweight and back tensioning adopt one of the following two schemes: Option A: The second load is 100t, the third load is 150t, and the No. 1 back cable is tensioned to 60% of the design force, the No. 2 cable to 70%, and the No. 3 cable to 80%. Option B: The second load is 120t, the third load is 180t, and the No. 1 back cable is tensioned to 55% of the design force, No. 2 to 65%, and No. 3 to 75%.

5. The construction method for erecting a mid-span arch bridge based on synchronous arch-beam erection according to claim 1, characterized in that, In steps S13 and S14, the temperature of the closure joint is monitored by a PT100 temperature sensor. When the ambient temperature is stable at 15-25℃ and the daily average temperature difference is ≤3℃, the closure is carried out and the gap at the closure joint is controlled at 2±0.5mm.

6. The construction method for erecting a mid-span arch bridge based on synchronous arch-beam erection according to claim 1, characterized in that, In step S1, the bored piles of piers 1-4 are 8 piles with diameter of 1.5m for side piers 1 and 4, and 12 piles with diameter of 2.0m for main piers 2 and 3; the temporary support for the side span is made of Φ609×16mm steel pipe piles with a lateral spacing of 2.8-3.2m; the concrete bridge deck is made of C50 steel fiber concrete with a thickness of 24-26cm.

7. The construction method for erecting a mid-span arch bridge based on synchronous arch-beam erection according to claim 1, characterized in that, In step S15, the unloading speed of the side span weight-bearing stage is 80-120t per day; in step S16, the second-stage dead load includes a 10-12cm thick asphalt concrete bridge deck pavement and a 14-18mm thick orthotropic steel bridge deck.

8. The mid-span arch bridge erection equipment based on synchronous arch-beam erection according to claim 1, characterized in that, The method for implementing any one of claims 1-7 includes a 100t arch-climbing crane, a 500t crawler crane, a 400t.m tower crane, a 120t mast crane, an intelligent monitoring module, and a central control module; the 100t arch-climbing crane integrates a main lifting boom, an auxiliary lifting boom, and an adaptive walking mechanism, wherein the rated lifting capacity of the main lifting boom is 80-120t, the rated lifting capacity of the auxiliary lifting boom is 60-90t, and the two are arranged at an angle of 100°-130°.

9. The mid-span arch bridge erection equipment based on synchronous arch-beam erection according to claim 8, characterized in that, The intelligent monitoring module includes a vibrating wire stress sensor, a GNSS displacement sensor, and a PT100 temperature sensor. The stress sensor is installed at the arch rib nodes C6-C11 and C15-C22, and the displacement sensor is installed at the ends of segments A8, A12, A17, and A22.

10. The mid-span arch bridge erection equipment based on synchronous arch-beam erection according to claim 8, characterized in that, The central control module is equipped with an arch-beam collaborative control algorithm and communicates with the 100t arch-climbing crane and the intelligent monitoring module. It outputs crane action, cable tensioning and weight adjustment commands to control the cable tensioning accuracy to ±1% and the weight error to ≤5%.

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