Construction monitoring method for newly-built canopy installation

Abstract

The invention belongs to the technical field of construction monitoring of a newly-built canopy of a high-speed rail platform, and discloses a construction monitoring method for installation of a newly-built canopy. The construction monitoring method comprises the following steps: S1, preparation and verification of construction; s2, checking the construction process; s3, handling unforeseen circumstances; wherein when the verification in the step S1 is qualified, the step S2 is carried out; and when the situation outside the construction plan occurs in the step S1 or the step S2, the step S3 is executed. According to the method, by setting preposed construction preparation verification and construction process verification, potential risks such as equipment states and process parameters can be eliminated before skylight point operation, it is ensured that normal operation of a high-speed rail station building is not interfered in the construction process, and the dual safety goals of continuous operation and guaranteed construction are achieved; and the construction reliability, standardization and high efficiency are improved.

Description

Technical Field

[0001] The present invention belongs to the technical field of construction monitoring of newly built canopies on high-speed railway platforms, and in particular relates to a construction monitoring method for installing newly built canopies. Background Art

[0002] The expansion and renovation of high-speed rail stations involves installing new canopies after the old ones have been removed. However, currently, there are very limited technical methods available for monitoring the construction of new canopies. Especially for the expansion and renovation of operating high-speed rail stations, there is currently no technical solution to ensure the reliability and efficiency of the construction while ensuring the normal operation of the high-speed rail station.

[0003] In view of this, this application is hereby filed. Summary of the Invention

[0004] The technical problem to be solved by the present invention is to overcome the shortcomings of the existing technology that is unable to effectively monitor the construction of new awnings, resulting in low construction reliability and low construction efficiency. The purpose is to provide a construction monitoring method for the installation of new awnings that can ensure higher construction reliability and higher construction efficiency.

[0005] In order to solve the above technical problems, the basic concept of the technical solution adopted by the present invention is: a construction monitoring method for the installation of a new canopy, which is applied to the monitoring of the installation construction of a new canopy on a high-speed railway platform within a skylight point of an operating line;

[0006] The construction monitoring method comprises the steps of:

[0007] S1. Construction preparation and verification;

[0008] S2. Verification of the construction process;

[0009] S3. Handling of unexpected situations;

[0010] Among them, when step S1 is verified to be qualified, step S2 is performed; when a situation outside the construction plan occurs during step S1 or step S2, step S3 is performed.

[0011] After adopting the above technical solution, the present invention has the following beneficial effects compared with the existing technology: In the present invention, through pre-construction preparation verification, potential risks such as equipment status and process parameters can be eliminated before skylight point operations, ensuring that the construction process does not interfere with the normal operation of the high-speed railway station, achieving the dual safety goals of "uninterrupted operations and guaranteed construction"; and improving construction reliability and standardization.

[0012] Verification of the construction process: Verification of key links such as installation technology and structural accuracy, establishment of standardized operating procedures, avoidance of structural hazards caused by human operational errors or process omissions, and significant improvement of the construction quality, reliability and efficiency of the installation of new canopies; and enhancement of emergency response capabilities during the construction process:

[0013] The unexpected situation handling mechanism provides standardized emergency response procedures for abnormal conditions such as sudden equipment failures and environmental changes during the preparation stage or construction process, shortens fault response time, reduces the risk of construction interruption, and ensures the efficient progress of operations within the window period.

[0014] The specific embodiments of the present invention will be described in further detail below with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] The accompanying drawings are part of the present invention and are used to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention, but do not constitute an undue limitation of the present invention. Obviously, the drawings described below are only some embodiments. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without inventive effort. In the accompanying drawings:

[0016] Figure 1 This is a flowchart of the steps of a construction monitoring method for installing a new canopy in an embodiment of the present invention;

[0017] Figure 2 This is a schematic diagram of the overall structure of a canopy in which an old canopy has been removed and a new canopy has been installed in an embodiment of the present invention;

[0018] Figure 3 This is a structural diagram of a clamp in an embodiment of the present invention;

[0019] Figure 4 This is a schematic diagram of the connection position of the clamp in an embodiment of the present invention;

[0020] Figure 5 Schematic diagram of the arrangement position of the code plate in an embodiment of the present invention;

[0021] Figure 6 This is a structural diagram of a lifting device in an embodiment of the present invention;

[0022] Figure 7 Schematic diagram of the structure of the lifting device in the embodiment of the present invention from a frontal perspective;

[0023] Figure 8 This is a schematic diagram of the position arrangement of the canopy unit modules in an embodiment of the present invention;

[0024] Figure 9 Schematic diagram of the structure of the upper lifting lug in an embodiment of the present invention;

[0025] Figure 10 Schematic diagram of the structure of the lower lifting lug in an embodiment of the present invention;

[0026] Figure 11 Schematic diagram of the distribution of hanging points of standard modules in an embodiment of the present invention;

[0027] Figure 12 Schematic diagram of the distribution of hanging points of non-standard modules in an embodiment of the present invention.

[0028] Description of the main components in the figure:

[0029] 1. Triangular truss beam; 2. Combined steel column; 3. Steel cable; 4. Hoop; 5. Code plate; 6. Upper hanging point; 61. Upper hanging lug; 62. Upper hanging hole; 63. Stiffening rib; 7. Lower hanging point; 71. Lower hanging lug; 72. Lower hanging hole; 8. Shoulder pole main beam; 81. Auxiliary crossbeam; 82. Diagonal brace.

[0030] It should be noted that these drawings and textual descriptions are not intended to limit the conceptual scope of the present invention in any way, but rather to illustrate the concept of the present invention for those skilled in the art by referring to specific embodiments. DETAILED DESCRIPTION

[0031] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. The following embodiments are used to illustrate the present invention but are not used to limit the scope of the present invention.

[0032] In the description of the present invention, it should be noted that the terms "upper", "lower", "front", "back", "left", "right", "vertical", "inside", "outside", etc., indicating directions or positional relationships, are based on the directions or positional relationships shown in the accompanying drawings. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific direction, be constructed and operated in a specific direction. Therefore, they cannot be understood as limiting the present invention.

[0033] In the description of the present invention, it should be noted that, unless otherwise expressly specified or limited, the terms "mounted," "connected," and "connected" should be understood broadly. For example, they may refer to fixed, detachable, or integral connections; mechanical or electrical connections; and direct or indirect connections through an intermediary. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on the specific circumstances.

[0034] This embodiment combines the actual working conditions of the newly built canopy at Yizhuang Station of the Beijing-Tianjin-Hebei Intercity Railway to develop a construction monitoring method for the installation of the newly built canopy using skylight points without stopping operations.

[0035] Yizhuang Station adopts a horizontal station type with a central mileage of K22+426. The main line does not touch the platform and has two arrival and departure lines. The line spacing between the main lines is 5.0m. Due to the installation of platform canopy pillars and drainage facilities, the line spacing between the main line and the arrival and departure lines is 6.5m. In order to meet the current operational needs, the old canopy needs to be dismantled and updated. The proposal of this application is a construction monitoring method for the installation of a new canopy on the canopy frame where the old canopy has been dismantled. The projected area of the new canopy is 11,834.72 square meters.

[0036] like Figures 1 to 12 As shown, the construction monitoring method for the installation of a new canopy according to the present invention is applied to the monitoring of the installation construction of a new canopy on a high-speed railway platform within a skylight point of an operating line;

[0037] Please see the attached Figure 1 , the construction monitoring method comprises the steps of:

[0038] S1. Construction preparation and verification;

[0039] S2. Verification of the construction process;

[0040] S3. Handling of unexpected situations;

[0041] Among them, when step S1 is verified to be qualified, step S2 is performed; when a situation outside the construction plan occurs during step S1 or step S2, step S3 is performed.

[0042] In this invention, through pre-emptive construction preparation verification, potential risks such as equipment status and process parameters can be eliminated before skylight point operations, ensuring that the construction process does not interfere with the normal operation of the high-speed railway station, achieving the dual safety goals of "uninterrupted operations and guaranteed construction"; and improving construction reliability and standardization:

[0043] Verification of the construction process: Verification of key links such as installation technology and structural accuracy, establishment of standardized operating procedures, avoidance of structural hazards caused by human operational errors or process omissions, and significant improvement of the construction quality, reliability and efficiency of the installation of new canopies; and enhancement of emergency response capabilities during the construction process:

[0044] The unexpected situation handling mechanism provides standardized emergency response procedures for abnormal conditions such as sudden equipment failures and environmental changes during the preparation stage or construction process, shortens fault response time, reduces the risk of construction interruption, and ensures the efficient progress of operations within the window period.

[0045] Please see the attached Figure 2In a specific implementation of this embodiment, the canopy frame after the old canopy has been removed includes: a triangular truss beam 1, a combined steel column 2 vertically connected to the triangular truss beam 1, a steel cable 3 connected to one end of the combined steel column 2 away from the ground and connected to the end of the triangular truss beam 1 away from the combined steel column 2, and a lower-hanging purlin support connected to the triangular truss beam 1; the newly built canopy provided in this application is installed on the canopy frame after the old canopy has been removed.

[0046] In a specific implementation of this embodiment, the triangular truss beam 1 is a vertical space triangular truss beam 1; the main truss spacing is 3.00m and 1.25m, the structural clear span is 30.30m, the cantilever on both sides is 3.80m, the total length of the canopy structure is 435.10m, and the total width is 13.50m; the cantilever ends on both sides of the structure and the side near the track use P45*4 steel pipes as horizontal supports, and the material is Q355B; UU25 finished steel pull rods are used on the side away from the track.

[0047] In a specific implementation of this embodiment, there is a span between the two adjacent triangular truss beams 1, the standard module of a single canopy unit module is set at the position of one span, and multiple standard modules are arranged in sequence along each span; for non-standard modules, only one end is connected to the canopy frame (and the adjacent standard module) to form a cantilever structure.

[0048] Please see the attached Figure 2 and attached Figure 8 In a specific implementation manner of this embodiment, the newly built canopy includes multiple canopy unit modules, and the canopy unit modules include standard modules and non-standard modules (cantilever modules); there are 13 standard modules from west to east; on the north and south sides, the north side is marked as A and the south side is marked as B; for example, the 5th block on the north side is marked as Y5A; for example, the 11th block on the south side is marked as Y11B, etc.; in a specific implementation manner of this embodiment, a non-standard module (cantilever module) is respectively provided at both ends of the canopy unit module on one side (for example, the north side), a Y1A cantilever close to Y1A, and a Y13A cantilever close to Y13A; for the canopy unit module on the other side (south side), it includes a Y1B cantilever close to Y1B and a Y13B cantilever close to Y13B.

[0049] In a specific implementation of this embodiment, the size of the standard unit module is 32.7m (length) * 13.6m (width) * 1.2m (height); the size of the non-standard module is 5.0m (length) * 13.6m (width) * 1.2m (height); the south side structure of the newly built canopy is symmetrical with the north side structure.

[0050] Please see the attached Figure 11 and attached Figure 12In a specific implementation of this embodiment, the standard module is hoisted using hoisting equipment; a single standard module is provided with 12 lashing points, and a single cantilever module is provided with 4 lashing points.

[0051] In a specific implementation of this embodiment, the newly built canopy structure adopts a plane tube truss structure, the main cross-section of which is 160*100*10 (square tube steel), 160*100*12 (square tube steel), Φ76*4, and the material is Q355B.

[0052] In a specific implementation of this embodiment, the newly built canopy includes: purlins and roof panels, and the roof panels are fixed to the purlins by self-tapping screws; there are windproof pressure sheets and waterproof rubber pads between the self-tapping screws and the roof panels; the opposite ends of the roof panels have different widths; when multiple roof panels are laid, the larger width edge of the roof panel is pressed on the smaller width edge of the adjacent roof panel.

[0053] In a specific implementation of this embodiment, the end of the roof panel is fixed with three self-tapping screws. The edgemost of the three self-tapping screws is shared with the adjacent roof panel (fixing the pressed part of the two roof panels), and the other two are used to fix the roof panel itself; the specification of the self-tapping screw is ST6.3*75, and the thickness of the lower keel of the roof panel is 2.2mm.

[0054] In a specific implementation of this embodiment, the purlin is a galvanized Z-shaped purlin with a cross-section of 140*50*20*2; adjacent purlins are provided with round steel tie rods with a diameter of 12 and support rods with a diameter of 32 and a wall thickness of 3.5; the material of the tie rods and support rods are both Q235B.

[0055] In a specific implementation of this embodiment, a metal roof wind-resistant uplift test is completed before construction, and construction can only begin after passing the test; corrosion-resistant corrugated steel plates are directly fixed to the roof purlins through 6.3*75 stainless steel self-tapping screws, and windproof pressure plates and waterproof rubber pads are arranged between the self-tapping screws and the roof panels to increase the wind-resistant uplift ability of the roof panels and ensure waterproof performance.

[0056] According to the steel structure installation sequence, the roof panels were planned to be installed symmetrically from west to east, along the north and south platform canopies. The effective width of the roof panels for this project is 773mm, with larger and smaller edges at each end. The panels were laid with the larger edge pressed against the smaller edge. To ensure windproofing of the roof, a dedicated person was assigned to secure each roof panel after it was laid to prevent it from falling. During construction, all metal roof panels planned for installation within the same skylight must be nailed together, and uninstalled roof panels must not be stored on the canopy.

[0057] Skylight construction deployment: 1) At the first skylight site, workers were assigned to lay the 14-meter-long roof panels, requiring eight workers to simultaneously lift and lay them. Once the panels were in place, four workers were assigned to add nails. It was estimated that each skylight site could complete 300 square meters of roof panels in 300-minute increments. 2) At the second skylight site, approximately 300 square meters of roof panels were already completed. In addition to the regular paneling workers, four workers were assigned to finish the finished panels at the first skylight site. This process was repeated for subsequent skylight sites, forming a streamlined operation.

[0058] In a specific implementation of this embodiment, step S1 is completed at the skylight point before step S2; step S1 includes:

[0059] S1.1. Quality inspection and verification of construction tools and construction environment;

[0060] S1.2. Quality inspection and verification of canopy unit modules.

[0061] In a specific implementation of this embodiment, a lifting device is used to install the canopy unit modules onto the canopy frame from which the old canopy has been removed. The lifting device includes: a shoulder pole main beam 8 with a cross-sectional dimension of H400*400*13*21mm and made of Q355B; an auxiliary crossbeam 81 with a cross-sectional dimension of H200*200*8*12mm and made of Q235B; and a diagonal brace 82 located in the middle. The shoulder pole has eight upper hanging points, four of which are used to connect the main hanging ropes and the four outer ones are used to connect the adjustment ropes. The lower pole has six hanging points, corresponding to the positions of each main truss of the canopy unit modules.

[0062] Please see the attached Figure 6 , Attachment Figure 7 and attached Figure 11 In a specific implementation of this embodiment, the shoulder pole main beam 8 is provided with two parallel to each other, and the auxiliary cross beam 81 is provided with two parallel to each other. The auxiliary cross beam 81 is vertically connected to the shoulder pole main beam 8, and the auxiliary cross beam 81 is provided on the opposite sides of the two shoulder pole main beams 8;

[0063] The diagonal support rod 82 is arranged in the space formed by the shoulder pole main beam 8 and the auxiliary cross beam 81, and the diagonal support rod 82 is connected to the intersection of the shoulder pole main beam 8 and the auxiliary cross beam 81; there are two diagonal support rods 82, and the two diagonal support rods 82 are cross-connected.

[0064] In a specific implementation of this embodiment, the auxiliary crossbeam 81 is connected to the shoulder pole main beam 8 by welding; the diagonal brace 82 is connected to the shoulder pole main beam 8 and the auxiliary crossbeam 81 by welding.

[0065] In a specific implementation of this embodiment, eight upper hanging points 6 are provided on one side of the lifting device (on the shoulder pole main beam 8) (four upper hanging points 6 are provided on a single shoulder pole main beam 8, and eight upper hanging points 6 are provided on two shoulder pole main beams 8 in total); four of the eight upper hanging points 6 located in the middle are used to connect the main lifting rope; four of the eight upper hanging points 6 located on the outside are used to connect the slip rope; the other end of the slip rope is provided on a fall chain (hand winch).

[0066] Please see the attached Figure 6 , Attachment Figure 7 and attached Figure 9 In a specific implementation of this embodiment, the upper hanging ears 61 of the four hanging points in the middle part of the upper hanging points 6 adopt 300×240×25mm ear plates; the upper hanging ears 61 of the four hanging points in the middle part of the upper hanging points 6 are provided with upper hanging holes 62 with a diameter of 42mm, and the side wings are welded with stiffening ribs 63 (rib plates) with a thickness of 20mm, and the material is Q355B.

[0067] In the present invention, by providing the stiffening ribs 63 , the connection strength and the bearing capacity of the upper hanging point 6 are improved.

[0068] In a specific implementation of this embodiment, the stiffening ribs 63 welded on the upper lifting ears 61 of the four lifting points located in the middle part of the upper hanging points 6 include: four in the along-track direction (parallel to the extension direction of the shoulder pole main beam 8 / parallel to the extension direction of the high-speed rail track), and two in the perpendicular-track direction (perpendicular to the extension direction of the shoulder pole main beam 8 / parallel to the extension direction of the auxiliary crossbeam 81 / perpendicular to the extension direction of the high-speed rail track); the four stiffening ribs 63 in the along-track direction and the two stiffening ribs 63 in the perpendicular-track direction are arranged in sequence and at intervals around the ear plate; the four stiffening ribs 63 in the along-track direction are arranged in pairs on opposite sides of the ear plate; the two stiffening ribs 63 in the perpendicular-track direction are arranged on opposite sides of the ear plate.

[0069] Please see the attached Figure 6 , Attachment Figure 7 and attached Figure 10 In a specific implementation of this embodiment, six lower hanging points 7 are provided on the other side of the lifting device (the other side of the lifting device relative to the side where the upper hanging point 6 is provided); the six lower hanging points 7 are used to connect the canopy unit modules to be installed; the lower hanging ears 71 of the six lower hanging points 7 for connecting the canopy unit modules to be installed adopt 240×220×25mm ear plates; the lower hanging ears 71 of the lower hanging points 7 are provided with lower hanging holes 72 with a diameter of 70mm, and the material is Q355B.

[0070] The overall layout of the sling points for the new standard modular canopy installation is shown in the figure. Each canopy unit module (a single standard module) consists of six main trusses. The top chord sling point for each truss utilizes two short-headed D30 steel cables, interconnected with 8T shackles, to secure the top chord of the main truss. During construction, a fall chain (hand chain hoist) is used for leveling. The contact surface between the slings and the main trusses is padded with iron sheets at least 0.5mm thick to protect the wire ropes. Iron sheets are used to secure the wire ropes to prevent them from falling.

[0071] Please see the attached Figure 12 In a specific implementation of this embodiment, the canopy unit module (a single non-standard module) is directly hoisted using a wire rope bag main truss; the non-standard module (cantilever module) is equipped with 4 lifting points, of which 2 lifting wire ropes are main ropes, and the other 2 are adjusted by the fall chain (hand hoist) connected to them.

[0072] In a specific implementation of this embodiment, the lower lifting ear 71 of the lifting equipment uses a D30 steel wire rope with an 8t shackle to be connected to the steel wire rope of the main truss of the newly built canopy with a shackle pocket; the crawler crane hook uses a D48 sling with a D20 shackle to be connected to the upper lifting ear of the (lifting) shoulder pole; the upper lifting point 4 of the lifting equipment is connected to the outer lifting point by four D20 auxiliary adjustment ropes and 8T shackles, and auxiliary adjustment is performed with a 5T fall chain; the shackle is a D-shaped alloy steel shackle.

[0073] Calculation shows that: the maximum force of a single main load-bearing steel wire rope is 126.94KN; if the D20 shackle is selected, its allowable load is 126.9KN < 196KN, which meets the force requirements; the maximum force of the auxiliary steel wire rope is 42KN; if the D16 shackle is selected, its allowable load is 81.95KN < 196KN, which meets the force requirements; the maximum force of the auxiliary steel wire rope is 42KN; if the D8 shackle is selected, its allowable load is 42KN < 78KN, which meets the force requirements; the maximum force of the steel wire rope at the bottom of the shoulder pole is 38.37KN; if the D8 shackle is selected, its allowable load is 38.37KN < 78KN, which meets the force requirements.

[0074] In one specific implementation of this embodiment, a single canopy module consists of six main trusses. Each truss's top chord suspension point is secured with two short-headed D30 steel cables, interconnected with 8T shackles, and secured to the main truss's top chord. A hand chain hoist (fall chain) is used for leveling during construction. The contact surface between the slings and the main trusses is padded with iron sheeting at least 0.5 mm thick to protect the steel cables. The iron sheeting is then tied to the steel cables with wire to secure them against falling.

[0075] In actual construction, the construction period of step S1.1 is from July 1, 2024 to August 15, 2024, a total of 46 construction periods. In a specific implementation of this embodiment, step S1.1 includes:

[0076] S1.1.1. Measure, inspect and repair the purlins at the bottom of the canopy frame;

[0077] S1.1.2. Install, polish and inspect the suspenders at the purlin support position; wherein steps S1.1.1 and S1.1.2 can be performed sequentially or simultaneously.

[0078] In a specific implementation of this embodiment, the step S1.1.1 includes: removing original purlin supports that cannot be reused or redundant original purlin supports, and installing new purlin supports.

[0079] In a specific implementation of this embodiment, step S1.1.1 is performed using a 300-min or 180-min skylight point.

[0080] In a specific implementation of this embodiment, the hanging column is a structural rod with a cross-section of 100*80*8mm and a material of Q355B; the thickness of the stiffening plate is 8mm and the material is Q355B; there are 6 stiffening plates corresponding to a single hanging column, and 4 of the 6 stiffening plates are set in the along-track direction (parallel to the direction of the high-speed rail track arrangement), and the other 2 stiffening plates are set in the vertical-track direction (perpendicular to the direction of the high-speed rail track arrangement); for a specific implementation method, the along-track direction refers to the east-west direction; the vertical-track direction refers to the north-south direction.

[0081] In a specific implementation of this embodiment, the newly built canopy and the lower hanging purlin supports of the canopy frame after the old canopy has been removed are connected by hanging columns and stiffeners; according to the actual situation on site, the existing canopy frame (the canopy frame after the old canopy has been removed) has a total of 11 purlin supports corresponding to the position of a single canopy unit module, 5 of which are used in the newly built canopy structure, 1 is re-welded, and a total of 6 existing canopy purlin supports are removed from the lower chord of the single-side truss.

[0082] In a specific implementation of this embodiment, (on one side) for the five purlins directly used as connection nodes: first, inspect the existing purlins; if qualified, renovate the purlin nodes to make them regular and aesthetically pleasing; after the purlin nodes are renovated, polish the lower surface of the connection. While the existing canopy purlins are being repaired and polished, measure the existing purlin support plates, and use the skylights before the module is hoisted to pre-cut, install, and test the suspenders. After the suspenders pass the inspection, install the new canopy module. After the welding of the suspenders is completed and the flaw detection inspection is passed, install the suspender stiffeners.

[0083] In a specific implementation of this embodiment, (on one side) for a re-welded purlin support used as a connection node: the middle part of the newly installed purlin support node is a P152*8 round tube, and stiffening plates are set on both sides. The structure is consistent with the original purlin support after processing.

[0084] In a specific implementation of this embodiment, the step S1.1 also includes: controlling the surrounding environment; controlling the surrounding environment includes: 1) before construction, the contact network is powered off and grounded, and pre-glued wire is installed on the contact network under the awning; 2) the contact network below the welding and cutting operation point is covered with flame retardant material (for example, fire-retardant cloth, etc.); 3) when cutting and welding areas, windproof and fire-proof cloth is used for enclosure and covering, and a fire-fighting bucket is used for fire-fighting.

[0085] In actual construction, the construction time of step S1.2 is from July 10, 2024 to August 25, 2024. In a specific implementation of this embodiment, step S1.2 includes:

[0086] S1.2.1. Assemble, connect, paint and inspect the newly built canopy on the ground;

[0087] S1.2.2. Tie the canopy unit modules with steel wire ropes;

[0088] S1.2.3. Level the canopy unit modules on the ground.

[0089] In the present invention, the pretreatment of the canopy unit module is completed on the ground, which reduces the construction risk and improves the construction efficiency compared with high-altitude operations; the ground environment space is larger, which is convenient for refined construction operations and effectively ensures the quality of the assembly and welding of the canopy unit module.

[0090] In a specific implementation of this embodiment, step S1.2.1 uses a truss assembly cradle for assembly; the truss assembly cradle uses a cross-section of no less than H150*150 (H-shaped steel), 150*150 (square tube steel), and P60*3.4 steel (round tube steel with an outer diameter of 60mm and a wall thickness of 3.4mm). L30 angle steel can be used to set supports at local locations of the cradle. The lower chord of the cradle overhead truss is 500mm from the ground, and a single truss is set at no less than 3 points; a steel cradle with a length greater than 500mm is placed horizontally on the concrete floor as a base, and a cross-shaped steel cradle is used as a base on the unhardened ground. The main truss is assembled in two sections in the factory workshop. After assembly, it is assembled on site using 50T and 25T truck cranes. The newly built canopy roof cable troughs, rainwater pipes, and gutters are assembled on the ground simultaneously with the steel structure.

[0091] Specifically, during the assembly of canopy modules, the total weight of a single truss and its lifting devices is 3.68 tons. Using a 25T truck crane for lifting, with a worst-case lifting radius of 7.42m, a 22.9m boom length, and a 45° elevation angle, the crane can lift 9.9 tons (a weight greater than 3.681 tons), with a load factor of 37% and a safety factor of 2.69. During the assembly of unit modules, the total weight of a single truss and its lifting devices is 3.68 tons. Using a 50T truck crane for lifting, with a worst-case lifting radius of 7.6m, a 19.15m boom length, and a 63.3° elevation angle, the crane can lift 19.4 tons (a weight greater than 3.68 tons), with a load factor of 19% and a safety factor of 5.27. Therefore, both 25T and 50T truck cranes are suitable.

[0092] Please see the attached Figure 3 and attached Figure 4 In a specific implementation of this embodiment, after the new canopy is assembled on the ground, the welded joints are polished and inspected, the unit modules are inspected and accepted, and the purlin supports are welded and inspected before the unit modules can be hoisted. The crawler crane is positioned and connected to the shoulder pole sling. Personnel, materials, and machinery are cleared from the operating radius. The crawler crane hooks up 500mm and the shoulder pole connection is inspected. Once qualified, the crane waits for the skylight point. At the first skylight point, the crawler crane hooks the truss, with the lowest point 16.3m above the ground. The boom rotates 30° and the roof is adjusted into position using a sling. The crawler crane continues to rotate until it aligns with the installation position, then bends forward and the roof is in place. A hoist is used to adjust the position at the joint, securing the clamp 4. Then, welding of the sling to the new canopy connection begins. After the clamp 4 is installed, the crawler crane is unhooked and the site is cleared. The first skylight is completed. The welds at the connection point are inspected at the next skylight, and the butt welds between the unit modules are constructed simultaneously.

[0093] In a specific implementation of this embodiment, step S1 further includes:

[0094] S1.3, processing of the roadbed for the crawler crane to travel; the steps S1.1, S1.2 and S1.3 can be performed sequentially or simultaneously.

[0095] In a specific implementation of this embodiment, step S1.3 includes: laying 300mm of concrete on the predetermined travel route of the crawler crane, setting HRB400 grade double-layer bidirectional steel bars at the lifting station. (12mm diameter, 250mm spacing). Pipeline areas were reinforced with concrete covering and protected with roadbed boxes. Trees in the ditches within the lifting area have been removed and backfilled in coordination with relevant authorities. The roadbed boxes measure 2000mm*6000mm*200mm.

[0096] In a specific implementation of this embodiment, the crawler crane includes four auxiliary legs, and steel sleepers are provided between the auxiliary legs and the ground; two crawler cranes are used to perform construction symmetrically to a certain extent on the north and south sides; the model of the crawler crane is XGC400.

[0097] In a specific implementation of this embodiment, the symmetrical construction refers to that there are at most three asymmetrically installed canopy unit modules on both sides of the canopy frame; for example, when the fifth canopy unit module is installed on one side (such as the north side), the other side (the south side) is installing the second canopy unit module at the slowest and the eighth canopy unit module at the fastest, that is, the asymmetrically installed canopy unit modules on both sides are spaced at most three apart.

[0098] In the actual construction process, due to the influence of various factors, such as construction site conditions, the convenience of equipment operation, the difference in construction difficulty of different parts, etc., it is difficult to achieve complete synchronization of the canopy unit modules on both sides. The solution of the present invention allows asymmetric installation to give construction a certain flexibility, can better adapt to the actual situation on site, and speed up the overall construction progress while ensuring the quality of construction, and reduce the time wasted waiting for the two sides to be completely synchronized; limit the degree of asymmetric installation (a maximum of three intervals) to ensure that the installation progress of the canopy unit modules on both sides will not differ too much, ensure the relative balance and stability of the canopy structure during the construction process, reduce the risk of uneven structural force caused by excessive differences in the installation progress on both sides, and help to ensure construction safety; at the same time, it is also conducive to the reasonable scheduling and arrangement of construction resources, avoiding the situation where resources are idle due to excessive advancement of one side or resource tension on the other side due to slow progress, so that the entire construction process is more orderly and efficient.

[0099] In actual construction, the installation time of the main structure of the new canopy is from July 1, 2024 to August 30, 2024. In a specific implementation of this embodiment, step S2 includes:

[0100] S2.1. Calculation and verification of the construction reliability of the lifting equipment used to lift the canopy unit modules during the lifting process;

[0101] S2.2. Calculation and verification of the construction reliability of the canopy unit modules during the hoisting process;

[0102] S2.3. Calculation and verification of the load-bearing reliability of lifting rigging;

[0103] S2.4. Calculation and verification of the construction reliability of temporary clamps and stacking plates.

[0104] In a specific implementation of this embodiment, before hoisting the canopy unit module, a trial hoisting of the module is performed using the skylight point.

[0105] In a specific implementation of this embodiment, for the weight statistics of the standard weight module, the main structure is 22.6T; purlin supports and purlins are 2.0T; gutters are 1.5T; paint and fire retardant coating are 2.0T; construction load is 1.0T; the total is 29.1T; the weight of the hook, rigging and shoulder pole is 15.0T; therefore, the lifting weight of the standard module unit is 44.1T.

[0106] In a specific implementation of this embodiment, for the weight statistics of the cantilever module: main structure 3.5T; purlin support and purlin 0.3T; gutter 0.2T; paint and fire retardant coating 0.3T; construction load 1.0T; total 5.3T; the cantilever module is hoisted directly by wire rope binding, and the weight of the hoisting hook, wire rope and shackle is 6.2T; therefore, the hoisting weight of the cantilever module unit is 11.5T.

[0107] When installing the new canopy in sections Y13A and Y13B, the total weight of a single canopy unit and its components is 44.1 tons. Using a 400T crawler crane (30m main boom + 36m jib) for tower installation, with a maximum lifting radius of 26m and a boom angle of 80°, the crawler crane can lift 67.6T (a weight greater than 44.1T), a load factor of 65%, and a safety factor of 1.53.

[0108] When installing the Y10A and Y10B sections of the new canopy, the total weight of each module and the measures was 44.1 tons. A 400T crawler crane (30m main boom + 36m jib) was used for tower-type removal. At a worst-case lifting radius of 24m and an 80° boom angle, the crawler crane could lift 74.2T (a weight greater than 44.1T), achieving a load factor of 59% and a safety factor of 1.68.

[0109] The new canopy's eastern overhang sections (Y13A and Y13B) were installed, each weighing 5.3 tons, with the locks weighing 6.2 tons. A 400T crawler crane (30m main boom + 36m jib) was used for the tower-style demolition. With a maximum lifting radius of 28m and a boom angle of 80°, the crawler crane could lift 63.9 tons (a weight greater than 11.5 tons), a load factor of 19%, and a safety factor of 5.26.

[0110] When the on-site construction conditions change, Y1A cantilever, Y1B cantilever, Y13A cantilever and Y13B cantilever can be hoisted by 100T truck crane. The most unfavorable hoisting radius is 28.0m, and the arm length is 54.9m. At this time, 8.8T can be hoisted. The total weight of components and measures is 6.2T, the crane load rate is 70%, and the safety factor is 1.42.

[0111] Regarding step S2.2, calculation for the hoisting construction of the canopy: During the hoisting of the standard module using hoisting equipment, the deformation of the standard module in the X direction is 2.11 mm, in the Y direction is 8.72 mm, and in the Z direction is 24.44 mm. The maximum stress ratio is 0.24. The maximum deformation of 24.44 mm < L / 250 = 130.8 mm (L is the maximum span of the structure), and this deformation is the deformation during the hoisting process. The maximum stress ratio of 0.24 < 1.0, so the standard module and its spreader can meet the requirements of hoisting construction. During the hoisting of the non-standard module (cantilever module), the deformation in the X direction is 1.94 mm, in the Y direction is 1.04 mm, and in the Z direction is 4.27 mm. The maximum stress ratio is 0.16. The maximum deformation of 4.27 mm < L / 125 = 40 mm (L is the cantilever span), and this deformation is the deformation during the hoisting process. The maximum stress ratio of 0.16 < 1.0, so the non-standard module can meet the requirements of hoisting construction.

[0112] Regarding step S2.1, during the hoisting and installation of the canopy installation module by the hoisting equipment, the deformation in the X direction is 11.1 mm, in the Y direction is 9.8 mm, and in the Z direction is 16.9 mm. The maximum stress ratio is 0.26. The maximum deformation during the installation process of 16.9 mm < L / 250 = 24.4 mm (L is the maximum span of the structure), and this deformation is the deformation during the hoisting process. The maximum stress ratio of 0.26 < 1.0, so the hoisting equipment can meet the requirements of hoisting construction.

[0113] In a specific implementation manner of this embodiment, the deformation monitoring is measured by the total station set up. During the installation of the canopy unit module, the total station monitors once every 2 hours. After the canopy unit module is installed on the canopy frame, it is monitored once every 2 days.

[0114] The steps of installing the canopy unit module on the canopy frame (where the old canopy has been removed) include: lifting the canopy unit module to 300 mm below the installation elevation and horizontally moving it to below the triangular truss beam 1; then lifting the canopy unit module by 300 mm and tightening and connecting it to the canopy frame.

[0115] In a specific implementation manner of this embodiment, the horizontal movement of the canopy unit module to below the triangular truss beam 1 is achieved by the guy ropes of 3 1T-rated chain hoists set on both sides to adjust the attitude of the canopy unit module. The chain hoist can be adjusted vertically and horizontally. During the fine adjustment using the chain hoist, the crawler crane maintains the hoisting and positioning attitude unchanged. The guy ropes are made of hemp ropes with a diameter of 14 mm.

[0116] In a specific implementation manner of this embodiment, after leveling and tightening using the chain hoists on both sides, temporary connection is carried out through the hoop 4 and welded connection of the connection nodes.

[0117] Specifically, after the canopy module is fine-tuned into place by the hoist, the hoop 4 node is installed for temporary connection. The hoop 4 is connected to the intersection of the lower chord and the web of the existing canopy main truss, 255mm away from the center of the existing main purlin. The hoop 4 is composed of round steel and square tube, and its cross-section is Round steel and 100*80*8 (square steel) sections were tightened with 10mm spring washers and M18 double nuts. After the double nuts were installed, 0.3mm wire was tied around the lower threads of the nuts to prevent them from falling off. After the four clamping hoops were installed, the welders welded the truss suspenders to the newly built canopy trusses.

[0118] Corresponding to step S2.4, according to actual construction calculations, the use of clamp 4 connection, the maximum deformation of the new canopy module in the mid-span is 130.8mm, the overall maximum stress ratio of the structure is 0.67<1, the maximum stress ratio of the main truss is 0.37<1, and the maximum stress ratio of the secondary truss at the clamp 4 position is 0.67<1, which can meet the construction needs.

[0119] In a specific implementation of this embodiment, the unit module is unhooked and the hand chain hoist is removed. Specifically, the crawler crane can be unhooked after the four-node connection of the clamp is completed.

[0120] In a specific implementation of this embodiment, the crawler crane releases the hook in a gradual unloading manner; more specifically, the order of the crawler crane releasing the hook is: the crawler crane releases the hook and gradually unloads the force in the order of 10% → 20% → 30% → 40% of the total load.

[0121] In a specific implementation of this embodiment, the stiffeners are welded to the connection nodes (after welding is completed and the welding quality is tested), the clamps 4 are removed, and the adjacent canopy unit modules on the same side are connected by welding. Specifically, after the clamps 4 are installed, the suspenders are welded to the connection points of the newly built trusses. After the welding is completed and the flaw detection test is passed, the clamps 4 are removed.

[0122] Please see the attached Figure 3 To the attached Figure 5 For cantilever modules: Installation is the same as for standard modules. During installation, the four clamping hoops must be installed within the skylight and the main truss inter-chord plates (5) must be welded. The main truss upper chord is temporarily connected using the plates (5). The plates (5) are then welded to the main truss using full penetration groove welding. The cantilever truss can be unhooked only after the four clamping hoops are installed and pre-tightened, and the main truss upper chord plates (5) are connected.

[0123] In a specific implementation of this embodiment, the size of the yard plate 5 is 160*50*10mm; there are a total of 6 main trusses in the cantilever position, and a yard plate 5 is set at the upper chord of each truss end to connect with the adjacent span structure.

[0124] Corresponding to Step S2.4, according to the actual construction calculation, the temporary connection is carried out using the hoop 4 and the spacer plate 5. The maximum deformation of the newly built awning cantilever structure is 6.03 mm < L / 125 = 30.4 mm, and the overall maximum stress ratio of the structure is 0.39 < 1, which can meet the construction requirements.

[0125] Corresponding to Step S2.3, according to the simulation analysis of the calculation book, the maximum cable force of the main stressed steel cable is 126.94 KN, the maximum cable force of the auxiliary steel wire rope is 32.4 KN, and the maximum cable force of the steel cable connecting the lower part to the roof is 38.37 KN.

[0126] The main stressed steel wire rope for hoisting is selected , 6×37, nominal tensile strength 1850 MPA. Through force analysis, the maximum tensile force borne by the sling during hoisting is 126.94 KN < Fg = 0.82×1285 / 7 = 150.53 KN, meeting the requirements;

[0127] More specifically, during the installation process, when the crawler crane is self-installed, the total weight of a single crawler assembly is 36 T, and 4-point hoisting is adopted. Considering the hoisting angle of 45°, the maximum force on a single steel cable is 13 T. The force calculation of the sling is as follows:

[0128] Calculation formula:

[0129] [Fg]—The allowable tensile force of the steel wire rope; Fg—The total breaking tensile force of the steel wires of the steel wire rope; α—Conversion coefficient, 0.82; K—The safety factor of the steel wire rope, taking 6 - 8 when used as a sling; According to the calculation, the maximum hoisting cable force is 130 KN;

[0130] [[ID=2,2]]In summary, select , 6×37, nominal tensile strength 1850 MPA. Through force analysis, the maximum tensile force borne by the sling during hoisting is 130 KN < Fg = 0.82×1285 / 7 = 150.5 KN, meeting the requirements.

[0131] The auxiliary stressed steel wire rope for hoisting is selected [[ID=,9]](used in double-fold), 6×37, nominal tensile strength 1850 MPA. Through force analysis, the maximum tensile force borne by the sling during hoisting is 32.4 KN / 2 = 16.2 KN < Fg = 0.82×261 / 7 = 30.57 KN, meeting the requirements. The auxiliary rope is adjusted for balance using a 5-ton hoist. The maximum force on the auxiliary rope is 32.4 KN < 50 KN, and the force on the hoist meets the requirements; The steel wire rope connecting the lower part to the roof is selected (used in double-fold), 6×37, nominal tensile strength 1850 MPA. Through force analysis, the maximum tensile force borne by the sling during hoisting is 38.37 KN / 2 = 19.2 KN < Fg = 0.82×631.5 / 7 = 7,.98 KN, meeting the requirements.

[0132] In a specific implementation of this embodiment, step S2 further includes:

[0133] S2.5. Calculation and verification of the force-bearing reliability of the upper lifting lugs of the lifting equipment;

[0134] S2.6. Calculation and verification of the force-bearing reliability of the lower lifting lugs of the lifting equipment.

[0135] Regarding step S2.5, the weak section shear resistance of the lifting lugs and the weld between the lifting lugs and the steel beams must be verified. The maximum weight of the on-site lifting blocks is 44.1 tons.

[0136] The wire rope force at the ear plate is 126.9KN, which is calculated as 130KN for safety. The minimum angle of the wire rope on site is 64°. Considering that the wire rope forms an angle of 45 degrees with the horizontal direction under the limit state, the force on the wire rope can be decomposed into vertical N1=13T and horizontal N2=13T.

[0137] The thickness of the lifting lug used in this project is t=25mm, the lifting lug section is a weak section, and its net length bn=100mm.

[0138] Shear calculation of lug AA section:

[0139] A n =b n ×t=55×25=1375mm 2 ,

[0140]

[0141] The calculation results show that the weak section of the lifting ear plate meets the tensile requirements.

[0142] The welding between the engineering ear plate and the steel column adopts full penetration weld, and the weld depth is Hf=25mm.

[0143] Weld shear force: V = N2 = 130KN;

[0144] Bending moment: M1 = V·e1 = 130 × 0.10 = 13KN·m;

[0145] M2=N1·e2=130×0.10=13KN·m;

[0146] Vertical shear stress calculation:

[0147]

[0148] Weld strength meets shear requirements

[0149] Calculation of stress caused by bending moment:

[0150]

[0151] Superimposed stress

[0152]

[0153] The above calculations show that the weld strength meets the requirements and the lifting lugs manufactured according to the drawings meet the actual requirements of the project. During the actual lifting process, the angle between the wire rope and the component clamp should not be less than 45 degrees.

[0154] Lifting calculations show that the maximum auxiliary wire rope force, F = 42 kN, is significantly less than the main rope force of 150 kN. Its lifting lug dimensions are identical to the main lifting lugs. Empirical calculations show that the main lifting lugs meet their load-bearing requirements, so the auxiliary rope lifting lugs are identical to the main lifting lugs, meeting design specifications.

[0155] Regarding step S2.6, the lug thickness used in this project is t = 25mm, and the shear resistance of the weak section of the lug is verified.

[0156] The force on the ear plate is: the maximum force of a single steel cable is 38.37KN, so each ear plate is subjected to a force of 3.8T (4T is taken for safety). Considering that the steel wire rope forms a 45-degree angle with the horizontal direction in the limit state, the force on the steel wire rope can be decomposed into vertical N2=3T and horizontal N1=3T.

[0157] The thickness of the lifting lug used in this project is t=25mm, and the net length of the weak section of the lifting lug is bn=55mm.

[0158] Shear verification of weak sections of lifting lugs:

[0159] A n =b n ×t=55×25=1375mm 2 ,

[0160]

[0161] The calculation results show that the AA section of the lifting ear plate meets the tensile requirements.

[0162] The welding between the engineering ear plate and the steel column adopts full penetration weld, and the weld depth is Hf=25mm.

[0163] Weld shear force: V = N2 = 130KN

[0164] Bending moment: M1=V·e1=30×0.10=3.0KN·m,

[0165] M2=N1·e2=30×0.10=3.0KN·m

[0166] Vertical shear stress calculation:

[0167]

[0168] Weld strength meets shear requirements

[0169] Calculation of stress caused by bending moment:

[0170]

[0171] Superimposed stress:

[0172]

[0173] The above calculations show that the weld strength meets the requirements and the lifting lugs manufactured according to the drawings meet the actual requirements of the project. During the actual lifting process, the angle between the wire rope and the component clamp should not be less than 45 degrees.

[0174] In a specific implementation of this embodiment, the horizontal distance between the newly built canopy structure and the contact network is 1236 mm, the vertical distance is 1946 mm, and the straight-line distance is 2305 mm.

[0175] In a specific implementation of this embodiment, step S3 includes:

[0176] S3.1、Emergency treatment of construction;

[0177] S3.2. Medical treatment and placement of injured persons.

[0178] The construction emergency conditions involved in step S3.1 include:

[0179] 1. Emergency incidents on operating lines: 1) The safety officer notifies the station liaison officer, who promptly informs the station attendant and registers the incident. The safety officer also notifies the construction manager and briefly describes the on-site incident. 2) Upon receiving the safety officer's report, the construction manager immediately notifies the relevant equipment management unit and initiates the emergency response plan. 3) Safety confirmation: Once all emergency tasks at the construction site are completed and confirmed by the relevant equipment management unit as safe for train operation, the line can be opened and train service resumed.

[0180] 2. Contact network disconnection

[0181] Emergency personnel, tools, and materials were deployed on-site. After a catenary outage, protective measures were first implemented. No one was allowed within 10 meters of the site of the outage until a grounding wire was installed. Protective personnel were immediately evacuated. The construction manager immediately reported the incident to the command center and the on-site supervisor of the railway bureau, requesting that the equipment management unit and emergency personnel conduct emergency repairs.

[0182] 3. Large machinery accidents

[0183] 1) Protective personnel quickly access the line and immediately short-circuit the line using factory-made copper short-circuit wire. 2) Immediately notify the station duty office, engineering section, power supply section, building construction section, and other station departments to address the situation. 3) Deploy a large crane to remove the overturned machinery or components from the operating line and restore traffic as soon as possible.

[0184] 4. Cable damage accident

[0185] The site is equipped with emergency repair personnel and cables. When communication, signal, and power cables are broken or damaged, the on-site construction manager will immediately notify the station liaison officer and the communication, signal, and power supply sections, reporting the location of the accident, the time of occurrence, the possible source of the cable, the type of damaged cable, the current condition, etc., and ask them to arrive at the scene as soon as possible. The station liaison officer will immediately report to the station dispatcher and notify the site of the dispatch order. The on-site management personnel will immediately arrange for protection, based on the principle of "protection first, then treatment", and immediately report to the emergency team. The team will immediately organize personnel and machinery to be on standby, follow the requirements of the equipment management unit personnel, cooperate with the equipment unit during emergency repairs, and restore traffic as soon as possible.

[0186] For step S3.2, before the start of each skylight period, emergency stretchers (and other first aid equipment), emergency personnel and emergency vehicles are prepared in advance; if a worker is injured, preliminary bandaging or fixation can be performed on site to prevent further deterioration of the injury, and the worker should be sent to the nearest hospital for treatment in a timely manner.

[0187] The above description is merely a preferred embodiment of the present invention and does not constitute any form of limitation to the present invention. Although the present invention has been disclosed as above in terms of a preferred embodiment, it is not intended to limit the present invention. Any technician familiar with this patent can make some changes or modifications to equivalent embodiments using the above technical content without departing from the scope of the technical solution of the present invention. The implementation schemes in the above embodiments can also be further combined or replaced. However, any simple modifications, equivalent changes and modifications made to the above embodiments based on the technical essence of the present invention without departing from the content of the technical solution of the present invention are still within the scope of the solution of the present invention.

Claims

1. A construction monitoring method for the installation of a new canopy, which is applied to the monitoring of the installation of a new canopy on a high-speed railway platform within a skylight point on an operating line, and is characterized in that: The construction monitoring method comprises the steps of: S1. Construction preparation and verification; S2. Verification of the construction process; S3. Handling of unexpected situations; Among them, when step S1 is verified to be qualified, step S2 is performed; when a situation outside the construction plan occurs during step S1 or step S2, step S3 is performed.

2. A construction monitoring method for installing a new canopy according to claim 1, characterized in that: Step S1 is completed at the skylight point before step S2; step S1 includes: S1.

1. Quality inspection and verification of construction tools and construction environment; S1.

2. Quality inspection and verification of canopy unit modules.

3. A construction monitoring method for installing a new canopy according to claim 2, characterized in that: The step S1.1 includes: S1.1.

1. Measure, inspect and repair the purlins at the bottom of the canopy frame; S1.1.

2. Install, polish and inspect the suspenders at the purlin support positions; The steps S1.1.1 and S1.1.2 may be performed sequentially or simultaneously.

4. A construction monitoring method for installing a new canopy according to claim 3, characterized in that: The step S1.1.1 includes: The original purlin supports that cannot be reused or the redundant original purlin supports should be removed and new purlin supports should be installed.

5. A construction monitoring method for installing a new canopy according to claim 2, characterized in that: The step S1.2 includes: S1.2.

1. Assemble, connect, paint and inspect the newly built canopy on the ground; S1.2.

2. Tie the canopy unit modules with steel wire ropes; S1.2.

3. Level the canopy unit modules on the ground.

6. A construction monitoring method for installing a new canopy according to claim 1, characterized in that: The step S1 further includes: S1.3, roadbed treatment for crawler crane travel; The steps S1.1, S1.2 and S1.3 may be performed sequentially or simultaneously.

7. A construction monitoring method for installing a new canopy according to claim 6, characterized in that: The step S1.3 includes: Lay 300mm of concrete on the crawler crane's planned route and install HRB400-grade double-layer bidirectional steel bars at the lifting station.

8. A construction monitoring method for installing a new canopy according to claim 1, characterized in that: The step S2 comprises: S2.

1. Calculation and verification of the construction reliability of the lifting equipment used to lift the canopy unit modules; S2.

2. Calculation and verification of the construction reliability of the canopy unit modules during the hoisting process; S2.

3. Calculation and verification of the load-bearing reliability of lifting rigging; S2.

4. Calculation and verification of the construction reliability of temporary clamps and stacking plates.

9. A construction monitoring method for installing a new canopy according to claim 8, characterized in that: The step S2 further includes: S2.

5. Calculation and verification of the force-bearing reliability of the upper lifting lugs of the lifting equipment; S2.

6. Calculation and verification of the force-bearing reliability of the lower lifting lugs of the lifting equipment.

10. A construction monitoring method for installing a new canopy according to any one of claims 1 to 9, characterized in that: The step S3 comprises: S3.1、Emergency treatment of construction; S3.

2. Medical treatment and placement of injured persons.

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