Crescent-shaped steel shed structure system and cantilever end unbraced high-altitude bulk construction method

Abstract

The application discloses a crescent-shaped steel shed structure system and a cantilever end non-supporting high-altitude bulk construction method, a concrete stand structure comprises stand structure columns, stand structure main beams and a stand plate, further comprises a double-curved cantilever shed, the steel pipe space structure is crescent-shaped in a planar profile, is asymmetrically connected with the concrete stand structure on one side, comprises a cantilever main truss, a shoulder secondary truss, an inner ring secondary truss and an outer ring secondary truss, further comprises a self-balancing support structure, which is arranged between the concrete stand structure and each cantilever main truss, and load and overturning moment transmitted by the cantilever main truss are transmitted to the concrete stand structure.The application completely cancels the cantilever end support, the cantilever main truss is split into units through zoning design, that is, only temporary supports are installed at non-cantilever positions, has the advantages that the shed structure system is suitable for asymmetric large-span one-side sheds, the construction method is a cantilever end non-supporting high-altitude bulk construction method, and the degree of dependence on production factors is low.

Description

Technical Field

[0001] This invention belongs to the field of steel canopy structures, specifically a crescent-shaped steel canopy structure system and a method for high-altitude bulk construction without support at the cantilever end. Background Technology

[0002] With the diversification of architectural designs in large stadiums, airport terminals, and other buildings, large-span steel canopy structures are increasingly widely used due to their ability to meet both architectural aesthetic and spatial functional requirements. However, existing technologies have significant shortcomings in design systems and construction processes, particularly in adapting to asymmetrical irregular structures and resource-constrained situations in foreign aid projects. I. Existing symmetrical structural layouts are unsuitable for single-sided cantilever structures: Existing canopy structures (such as ring-shaped and saddle-shaped structures) generally rely on symmetrical layouts. Even when using cantilever units, their load transfer mechanism still requires globally symmetrical force distribution. Such designs are prone to overturning and instability under asymmetrical loads and cannot be adapted to irregular shapes such as single-sided large cantilever structures (such as crescent-shaped canopies).

[0003] 2. Temporary supports at the cantilever end cause construction obstacles: When constructing cantilever structures at high altitudes, traditional methods require dense temporary supports at the cantilever end. Temporary supports consume a large amount of steel and have low turnover efficiency. They also occupy the grandstand area for a long time, hindering the overlapping of grandstand construction operations. At the same time, the rotation of machinery in the field is prone to collision with the support frame.

[0004] III. Equipment Dependence on Foreign Aid Projects Constrains Construction: Due to the extreme dependence of production factors on domestic exports, it is quite inconvenient to send large construction equipment overseas. In order to avoid the restriction of construction progress by the shortage of local resources, it is urgent to develop improved construction methods that are suitable for local conditions. Summary of the Invention

[0005] The purpose of this invention is to provide a crescent-shaped steel canopy structure system and a method for high-altitude bulk construction without support at the cantilever end. This aims to solve the technical problems of existing symmetrical structures being prone to overturning under asymmetrical loads and being unsuitable for asymmetrical irregular architectural shapes such as single-sided cantilevered structures. It also addresses the issues of requiring separate temporary supports at the cantilever end during cantilever construction, resulting in high steel consumption, low turnover efficiency, long-term occupation of the grandstand area, hindering overlapping grandstand construction operations, and causing construction inconvenience. Furthermore, it aims to solve the technical problem of resource shortages in foreign aid projects, which restricts construction progress.

[0006] To achieve the above objectives, the present invention adopts the following technical solution: A crescent-shaped steel canopy structure system, comprising: Concrete grandstand structure; The hyperbolic cantilever canopy, with a crescent-shaped steel tubular spatial structure, is asymmetrically connected to the concrete grandstand structure on one side, and includes: The cantilevered main truss is a group of spatial tubular trusses arranged along the axial intervals of the hyperbolic canopy, serving as the main load-bearing skeleton of the hyperbolic canopy. Its cantilever length decreases symmetrically from the middle of the hyperbolic canopy to both sides. Radial secondary trusses include shoulder secondary trusses, inner ring secondary trusses, and outer ring secondary trusses; The shoulder secondary truss is fixedly connected to the middle of the adjacent cantilevered main truss and serves as the middle lateral support structure for the cantilevered main truss. The inner ring secondary truss is fixedly connected to the cantilever front end of the adjacent cantilever main truss and serves as the lateral support structure for the cantilever front end of the cantilever main truss. The outer ring secondary truss is fixedly connected to the rear end of the adjacent cantilevered main truss and serves as the rear lateral support structure for the cantilevered main truss. The self-balancing support structure is set between the concrete grandstand structure and each cantilevered main truss to transfer the load and overturning moment transmitted by the cantilevered main truss to the concrete grandstand structure.

[0007] The concrete grandstand structure is a single-sided structure, including: The grandstand structural columns are distributed in an arc shape, with a set corresponding to each cantilevered main truss. The column top elevation decreases symmetrically from the middle of the hyperbolic cantilevered canopy to both sides, and the column top of each grandstand structural column is the highest point of the surrounding concrete grandstand structure. The main beams of the grandstand structure are provided in a set that corresponds one-to-one with the cantilevered main truss in the same direction and are fixedly connected to the columns of the grandstand structure. The grandstand panels are attached to the main beams of the grandstand structure.

[0008] Self-balancing support structures include: V-shaped pressure-bearing support columns are set up one-to-one with the cantilevered main truss. They include a group of spatially arranged column tubes, whose bottom ends converge and are fixedly connected to the same hinge support set at the top of the grandstand structural column; the top two adjacent column tubes are separated in a V-shape and are fixedly connected to the bottom of the cantilevered main truss at the shoulder secondary truss position, which is a structure that bears and transmits vertical pressure. V-shaped tension support rods are installed one-to-one with the cantilevered main truss. They include two tie rod tubes arranged in a V-shape in the plane. Their bottom ends meet and are pinned to the outside of the grandstand structural beam. Their top ends are fixedly connected to the bottom of the cantilevered main truss at the location of the outer ring secondary truss. This structure is designed to bear and balance the upward pull and overturning moment generated by the cantilever.

[0009] The cantilevered main truss is an equilateral triangular spatial tubular truss, the shoulder secondary truss is an equilateral triangular spatial tubular truss, the inner ring secondary truss is an inverted triangular spatial tubular truss, and the outer ring secondary truss is a planar spatial tubular truss.

[0010] The V-shaped bearing support column includes four column tubes arranged along the edge of the inverted tetrahedron. The top of the four column tubes corresponds to the four nodes where the shoulder secondary truss and the bottom of the cantilevered main truss intersect. The four column tubes are fixedly connected to the lower chord of the cantilevered main truss at the four nodes. The V-shaped tension support rod includes two tie rod tubes, the tops of which correspond to the two nodes where the bottom of the outer ring secondary truss and the cantilever main truss intersect. The two tie rod tubes are fixedly connected to the lower chord of the cantilever main truss at the two nodes.

[0011] The unsupported, high-altitude, bulk construction method for this crescent-shaped steel canopy structure system includes: Step 1, construction section division: The hyperbolic cantilever canopy is divided into an overall assembly area and a segmented assembly area according to the cantilever length from shortest to longest. The segmented assembly area is located in the middle of the hyperbolic cantilever canopy, and the overall assembly area is symmetrically set on both sides of the segmented assembly area. Step 2: Assemble the truss on the ground according to the construction section: The cantilevered main truss within the overall assembly area is assembled and formed as a whole; The cantilevered main truss in the segmented assembly area is divided into a rear half and a front half. The rear half is divided into upper and lower sections, including a lower chord unit and an upper chord web member unit. The front half is a cantilever unit. The steel pipe docking ports of the cantilever units in the front half are equipped with four temporary connecting plates. The radial secondary truss is divided into assembly units by the spacing of adjacent cantilevered main trusses. The assembly units of the shoulder secondary truss and the outer ring secondary truss are located in the latter half, while the assembly units of the inner ring secondary truss are located in the former half. Step 3: Design of temporary support structure; The bottom of the temporary support structure is fixedly connected to the grandstand panels on both sides of the V-shaped bearing support column, and the top is supported by the bottom of the node of the cantilevered main truss closest to the front and rear sides of the V-shaped bearing support column. The temporary support structure is set in the rear half of the cantilevered main truss in the segmented assembly area. Step 4, Construction Sequence Design: The construction of the entire construction section follows a symmetrical construction sequence: first the overall assembly area, then the segmented assembly area; within each construction section, the truss construction direction advances from the overall assembly area toward the segmented assembly area. Step 5: Construction of the truss in the overall assembly area: Step a, install the temporary support structure for the overall assembly area; Step b: Install the cantilevered main truss of the overall assembly area, hoist the cantilevered main truss and place it as a whole on the temporary support structure; Step c: Install the self-balancing support structure of the overall assembly area; Step d: Install the radial secondary truss of the overall assembly area, and install the assembly units of the shoulder secondary truss, inner ring secondary truss and outer ring secondary truss in sequence between adjacent cantilevered main trusses; Step e: Remove some of the temporary support structures, retain the temporary support structures under the cantilevered main truss at the adjacent boundary between the overall assembly area and the segmented assembly area, and remove the remaining temporary support structures in the overall assembly area for reuse. Step Six: Construction of the latter half of the truss in the segmented assembly area: Step a: Install the temporary support structure for the segmented assembly area; Step b: Install the lower chord unit of the rear half of the cantilevered main truss in the segmented assembly area, hoist the lower chord unit and place it as a whole on the temporary support structure; Step c: Install the self-balancing support structure of the segmented assembly area; Step d: Install the upper chord web member unit of the rear half of the cantilevered main truss in the segmented assembly area, and fix the upper chord web member unit to the lower chord unit to form a complete rear half. Step e: Install the radial secondary truss of the segmented assembly area, and install the assembly units of the shoulder secondary truss and the outer ring secondary truss in sequence between adjacent cantilevered main trusses; Step f: Dismantle all temporary support structures in the overall assembly area and the segmented assembly areas for reuse; Step 7: Construction of the first half of the truss in the segmented assembly area: Step a: Install the cantilever unit of the segmented assembly area. After the cantilever unit is temporarily fixed to the rear half of the segment using temporary connecting plates and high-strength bolts, the steel pipe joints of the two segments are then fixed and welded together. Step b, install the inner ring secondary truss of the segmented assembly area: First, install the first inner ring secondary truss between the cantilevered front end of the cantilevered main truss adjacent to the boundary of the overall assembly area and between the first cantilevered unit of the segmented assembly area. Then, install the second inner ring secondary truss between the first and second cantilevered units in the segmented assembly area. Repeat the above steps until all inner ring secondary trusses of the segmented assembly area are completed.

[0012] The temporary support structure includes temporary columns and temporary triangular tie rods. The temporary columns include two front columns spaced apart on the front side of the V-shaped pressure-bearing support column and two rear columns spaced apart on the rear side of the V-shaped pressure-bearing support column and between the V-shaped tension support rod; the temporary columns are supported on the lower chord of the cantilevered main truss node closest to the front and rear sides of the V-shaped pressure-bearing support column. Two sets of temporary triangular tie rods are installed, one between the front column and the grandstand structural column and the other between the rear column and the grandstand structural column. Each set includes a horizontal tie rod fixedly connected between adjacent temporary columns and two diagonal tie rods fixedly connected between the top of the temporary column and the grandstand structural column. A grid-like scaffold was erected around each temporary pillar.

[0013] In step two, the cantilever unit is further divided into the cantilever middle unit and the cantilever side unit, and four temporary connecting plates are set at the steel pipe docking port of each unit; In step a of step seven, first install the cantilevered middle unit and connect it to the rear half; then install the cantilevered side unit. After the cantilevered side unit and the cantilevered middle unit are temporarily fixed with temporary connecting plates and high-strength bolts, the steel pipe joints of the two are then fixed and welded. In step b of step seven, the assembly unit of the inner secondary ring truss is connected to the cantilever side unit.

[0014] In step one, the segmented assembly area is further divided into a high zone and a middle zone, while the overall assembly area is the low zone. The high zone is located in the middle of the hyperbolic cantilever canopy, the middle zone is symmetrically located on both sides of the high zone, and the low zone is symmetrically located at the ends of the hyperbolic cantilever canopy. In step four, the construction sections are constructed symmetrically in the order of first the low section, then the middle section, and finally the high section; the construction direction of the trusses within each construction section is from the low section towards the high section. In step six, the latter half of the truss in the middle zone is constructed first. After the construction of the middle zone is completed, when some temporary support structures are removed, the temporary support structures under the cantilevered main truss at the boundary between the middle zone and the high zone are retained, and the remaining temporary support structures in the middle zone are removed for reuse. Then the latter half of the truss in the high zone is constructed. After the construction of the high zone is completed, all temporary support structures in the middle zone and the high zone are removed. In step seven, the first half of the truss in the middle section is constructed first, followed by the installation of the inner ring secondary truss in the middle section, then the first half of the truss in the high section, and finally the inner ring secondary truss in the high section.

[0015] Compared with the prior art, the present invention has the following features and beneficial effects: I. The canopy structure system of this invention is adapted to asymmetrical large-span single-sided canopies: The design incorporates a self-balancing support structure, where V-shaped pressure-bearing support columns and V-shaped tension support rods work together to bear the force. The V-shaped tension support rods are connected by pins to actively balance the cantilever moment, thus solving the risk of overturning of the crescent-shaped single-sided cantilever and breaking through the limitations of the previous symmetrical layout of the canopy. The secondary trusses have been optimized, with the inner ring secondary trusses adopting an inverted triangular structure concentrated at the cantilever end, effectively suppressing end deflection.

[0016] II. The construction method of this invention is unsupported high-altitude bulk assembly at the cantilever end: Completely eliminate the cantilever end support, and divide the long cantilevered section of the main truss into units through a zoned design. Set the temporary support structure at the bottom of the non-cantilevered position of the main truss, that is, only install temporary support at the non-cantilevered position. The force transmission path of the cantilever unit is designed with dual support of temporary support structure and self-balancing support structure to avoid excessive support and reinforcement of the cantilever end on the concrete structure, and ensure the construction of the cantilever unit, the space for the rotation of the machinery in the field, and construction safety. During dismantling, only the boundary supports of the area need to be preserved, freeing up the remaining cantilevered grandstand areas to further ensure that the grandstand construction can be carried out in an intermittent manner, guaranteeing the turning space for the machinery in the field and enabling rapid turnover.

[0017] Third, this invention has a low dependence on production factors: By dividing the cantilevered main truss into multiple hoisting units, no large machinery is needed throughout the construction process, reducing the requirements for the performance of hoisting machinery. The truss is manufactured with transportation needs in mind, and is divided into sections with a length not exceeding 11.5m. Appropriate small hoisting equipment is selected according to the actual site conditions, reducing the height of the assembly platform, reducing the amount of high-altitude work, and ensuring construction safety. Attached Figure Description

[0018] The present invention will now be described in further detail with reference to the accompanying drawings.

[0019] Figure 1 This is a schematic diagram of the structure of the present invention.

[0020] Figure 2 This is a structural schematic diagram of a hyperbolic cantilever canopy.

[0021] Figure 3 yes Figure 2 A top-view structural diagram.

[0022] Figure 4 yes Figure 1 A side view structural diagram.

[0023] Figure 5 yes Figure 1 A top-view structural diagram.

[0024] Figure 6 This is a magnified view of the connection between the two cantilevered main trusses of the hyperbolic cantilever canopy.

[0025] Figure 7 This is a schematic diagram of the construction section division in step one of the construction method of the present invention.

[0026] Figure 8 This is a schematic diagram showing the unit breakdown of the cantilevered main truss and the self-balancing support structure in step two of the construction method embodiment of the present invention.

[0027] Figure 9 yes Figure 8 A diagram showing the connection after completion.

[0028] Figure 10 This is a schematic diagram of the overall layout of the temporary support structure of the present invention.

[0029] Figure 11 This is a schematic diagram of the temporary support structure in step three of the construction method embodiment of the present invention.

[0030] Figure 12 This is a schematic diagram of the structure of step a in step six of the construction method embodiment of the present invention, where step A has been completed, that is, the second half of the middle section has been completed.

[0031] Figure 13 This is a schematic diagram of the structure completed in step b of step B in step six of the construction method embodiment of the present invention.

[0032] Figure 14 This is a schematic diagram of the structure completed in step c of step B in the embodiment of the construction method of the present invention.

[0033] Figure 15 This is a structural schematic diagram of step d in step B of step six of the construction method embodiment of the present invention.

[0034] Figure 16 This is a structural schematic diagram of step e in step B of the embodiment of the construction method of the present invention.

[0035] Figure 17 This is a structural schematic diagram of step f in step six, step B, of the embodiment of the construction method of the present invention.

[0036] Figure 18 This is a schematic diagram of the structure of step a in step seven of the construction method embodiment of the present invention, where step A has been completed, that is, the first half of the middle section has been completed.

[0037] Figure 19 This is a structural schematic diagram of step b in step seven, step B, of the embodiment of the construction method of the present invention.

[0038] Figure 20 This is a structural schematic diagram of step c in step B of the embodiment of the construction method of the present invention.

[0039] Figure reference numerals: 1 - Concrete grandstand structure, 11 - Grandstand structural column, 12 - Grandstand structural main beam, 13 - Grandstand slab, 2 - Hyperbolic cantilever canopy, 21 - Low zone, 22 - Middle zone, 23 - High zone, 2a - Lower chord unit, 2b - Upper chord web member unit, 2c - Cantilever middle unit, 2d - Cantilever side unit, 3 - Cantilever main truss, 4 - Shoulder secondary truss, 5 - Inner ring secondary truss, 6 - Outer ring secondary truss, 7 - V-shaped bearing support column, 71 - Column tube, 8 - V-shaped tension support rod, 81 - Tie rod tube, 9 - Hinge support, 10 - Temporary connection plate, 20 - Temporary column, 201 - Front column, 202 - Rear column, 30 - Temporary triangular tie rod, 301 - Horizontal tie rod, 302 - Diagonal tie rod. Detailed Implementation

[0040] See the examples. Figure 1 As shown, a stadium reconstruction project has 5 floors above ground for the stands and auxiliary buildings. The concrete stands are 23.8m high and have a concrete frame structure. The roof canopy is a steel space truss structure with a maximum length of about 200m and a width of 40m. The main steel structure has a maximum height of 36.2m and a maximum cantilever of 26m. The overall shape is crescent-shaped.

[0041] The steel roof structure is a spatial structural system formed by intersecting circular steel tubes, consisting of cantilevered main trusses, radial trusses, and self-balancing support structures to form a unified load-bearing structure. The roof canopy is connected to the grandstand structural columns via hinged supports. These columns are concrete-supported columns with internal steel sections. The roof canopy primarily uses Q355NH steel, with a total steel structure weight of approximately 750 tons.

[0042] This roof canopy structure is large in volume, with a long cantilever section, the longest being approximately 26m. Individual components have large cross-sections, and the maximum structural height is 36.2m, posing significant risks for high-altitude operations. The steel canopy has a maximum length of 190m and a width of 41m, constituting a large-span cantilever steel structure system. Large-span cantilever steel structures deform under load and their own weight, leading to changes in the fabrication and installation dimensions. By calculating and analyzing the structural construction process to obtain deformation values ​​under self-weight and load, the truss was rationally segmented, and a reasonable installation sequence was determined to reduce abnormal truss deformation caused by improper installation.

[0043] The overall construction design concept is as follows: The roof canopy structure is hinged to the main concrete structure through a self-balancing support structure. During the truss installation process, the structure needs to be equipped with temporary support structures to form a stable system. The temporary support structures serve as the support structures for each cantilevered main truss. After the main steel structure of the roof canopy is fully constructed, it will be dismantled and unloaded in sections.

[0044] See Figure 1 , 4 As shown in Figure 6, this crescent-shaped steel canopy structure system includes: Concrete grandstand structure 1, a single-sided structure, includes: The grandstand structural columns 11 are distributed in an arc shape and are set up in a one-to-one correspondence with the cantilever main truss 3. The column top elevation of the grandstand structural columns 11 decreases symmetrically from the middle of the hyperbolic cantilever canopy 2 to both sides, and the column top of each grandstand structural column 11 is the highest point of the surrounding concrete grandstand structure 1. The main beam 12 of the grandstand structure is provided in a set that corresponds one-to-one with the cantilevered main truss 3 in the longitudinal direction and is fixedly connected to the column 11 of the grandstand structure. Grandstand panel 13 is attached to the main beam 12 of the grandstand structure.

[0045] See Figure 1-6 As shown, the hyperbolic cantilever canopy 2, with a crescent-shaped steel pipe spatial structure in plan, is asymmetrically connected to the concrete grandstand structure 1 on one side, and includes: The cantilevered main truss 3 is a group of spatial tubular trusses spaced axially along the hyperbolic cantilevered canopy 2, serving as the main load-bearing framework of the canopy 2. Its cantilever length decreases symmetrically from the center of the canopy 2 towards both sides. The cantilevered main truss 3 is an equilateral triangular spatial tubular truss. In this embodiment, there are a total of 22 cantilevered main trusses 3. Their overall length ranges from 14m to 41m, and their overall weight ranges from 11 tons to 35 tons.

[0046] The radial secondary truss includes the shoulder secondary truss 4, the inner ring secondary truss 5, and the outer ring secondary truss 6.

[0047] The shoulder secondary truss 4 is fixedly connected to the middle of the adjacent cantilevered main truss 3, serving as a lateral support structure for the middle of the cantilevered main truss 3. The shoulder secondary truss 4 is an equilateral triangular spatial tubular truss. The fixed connection is an intersecting welded connection.

[0048] The inner ring secondary truss 5 is fixedly connected to the cantilevered front end of the adjacent cantilevered main truss 3, serving as a lateral support structure for the cantilevered front end of the main truss 3. The inner ring secondary truss 5 is an inverted triangular spatial tubular truss. The fixed connection is an intersecting welded connection.

[0049] The outer ring secondary truss 6 is fixedly connected to the rear end of the adjacent cantilevered main truss 3, serving as the rear lateral support structure for the cantilevered main truss 3. The outer ring secondary truss 6 is a planar spatial tubular truss. The fixed connection is an intersecting welded connection.

[0050] See Figure 1-2 As shown in Figure 4-6, a self-balancing support structure is installed between the concrete grandstand structure 1 and each cantilevered main truss, transferring the load and overturning moment transmitted by the cantilevered main truss 3 to the concrete grandstand structure 1. The self-balancing support structure includes: V-shaped pressure-bearing support columns 7, corresponding one-to-one with the cantilevered main truss 3, include a group of spatially arranged column tubes 71, whose bottom ends converge and are fixedly connected to the same hinge support 9 located at the top of the grandstand structural column 11; the top two adjacent column tubes 71 are separated in a V-shape and fixedly connected to the bottom of the cantilevered main truss 3 located at the shoulder secondary truss 4, serving as a structure to bear and transmit vertical pressure. The V-shaped pressure-bearing support column 7 includes four round steel tubes 71 arranged along the edge of an inverted tetrahedron, the top ends of the four column tubes 71 corresponding to the four nodes where the bottom of the shoulder secondary truss 4 intersects with the cantilevered main truss 3, and the four column tubes 71 are welded and fixedly connected to the lower chord of the cantilevered main truss 3 at the four nodes. The V-shaped pressure-bearing support column 7 is welded to the connecting plate of the hinge support 9 through a bottom embedded part.

[0051] V-shaped tension support rods 8 are installed one-to-one with the cantilevered main truss 3. Each rod consists of two V-shaped tie rod tubes 81 arranged in a plane. Their bottom ends converge and are pinned to the outer side of the grandstand structural beam 12. Their top ends are fixedly connected to the bottom of the cantilevered main truss 3 at the location of the outer ring secondary truss 6 by welding. This structure is designed to bear and balance the upward pull and overturning moment generated by the cantilever. Each V-shaped tension support rod 8 consists of two round steel tubes. The top ends of each tube correspond to the two nodes where the bottom of the outer ring secondary truss 6 intersects with the bottom of the cantilevered main truss 3. The two tie rod tubes are welded and fixedly connected to the lower chord of the cantilevered main truss 3 at the two nodes.

[0052] In this embodiment, the construction adopts a temporary support structure erection and in-situ assembly at high altitude using tower cranes. Due to insufficient on-site hoisting equipment resources, the overall hoisting of the cantilevered main truss is difficult, requiring the cantilevered main truss to be divided into multiple hoisting units, controlled within the lifting capacity of the tower cranes. The secondary trusses and support columns are relatively lightweight and can all be hoisted using tower cranes. In this embodiment, the steel structure is equipped with a total of 2 tower cranes and 1 50-ton truck crane.

[0053] The unsupported, high-altitude, bulk construction method for this crescent-shaped steel canopy structure system includes: Step 1, see Figure 7 As shown, the construction section is divided as follows: the hyperbolic cantilever canopy 2 is divided into an overall assembly area and a segmented assembly area according to the cantilever length from small to large. The segmented assembly area is located in the middle of the hyperbolic cantilever canopy 2, and the overall assembly area is symmetrically set on both sides of the segmented assembly area.

[0054] In this embodiment, the construction area is divided into six zones. The hyperbolic cantilever canopy 2 is divided into a low zone 21, a middle zone 22, and a high zone 23 according to the cantilever length from small to large. The two high zones 23 are symmetrically located in the middle of the hyperbolic cantilever canopy 2, the two middle zones 22 are symmetrically located on both sides of the high zones 23, and the two low zones 21 are symmetrically located at the ends of the hyperbolic cantilever canopy 2.

[0055] Step 2: Assemble the truss on the ground according to the construction section: The cantilevered main truss 3 in the overall assembly area is assembled and formed as a whole.

[0056] The cantilevered main truss 3 in the segmented assembly area is divided into a rear half and a front half. The rear half is divided into upper and lower sections, including a lower chord unit 2a and an upper chord web member unit 2b. The front half is a cantilever unit. The steel pipe docking ports of the cantilever units in the front half are equipped with four temporary connecting plates 10.

[0057] In this embodiment, the cantilevered main truss 3 in the low zone 21 is assembled as a whole; See Figure 8-9 As shown, the cantilevered main truss 3 in the middle zone 22 and the high zone 23 is divided into a rear half and a front half. The latter half is divided into upper and lower sections, including the lower chord unit 2a and the upper chord web member unit 2b. The first half is divided into front and back sections, including the cantilevered middle unit 2c and the cantilevered side unit 2d. Each unit in the first half has four temporary connecting plates 10 installed at the steel pipe docking port.

[0058] The radial secondary truss is divided into assembly units by the spacing of adjacent cantilevered main trusses 3, with the assembly units of the shoulder secondary truss 4 and the outer ring secondary truss 6 located in the latter half, and the assembly units of the inner ring secondary truss 5 located in the former half.

[0059] Step 3: Design of temporary support structure; See Figure 10-11 As shown, the bottom of the temporary support structure is fixedly connected to the grandstand panels 13 on both the front and rear sides of the V-shaped pressure support column 7, and the top is supported by the bottom of the node of the cantilevered main truss 3 closest to the front and rear sides of the V-shaped pressure support column 7. The temporary support structure is set in the rear half of the cantilevered main truss 3 in the segmented assembly area, namely the middle and high areas.

[0060] The temporary support structure includes temporary columns 20 and temporary triangular tie rods 30.

[0061] The temporary column 20 includes two front columns 201 spaced apart on the front side of the V-shaped pressure support column 7 and two rear columns 202 spaced apart on the rear side of the V-shaped pressure support column 7 and between the V-shaped tension support rod 8; the temporary column 20 is supported by the lower chord of the cantilever main truss 3 node closest to the front and rear sides of the V-shaped pressure support column 7, and is welded and fixedly connected to the lower chord along the intersection line.

[0062] Two sets of temporary triangular tie rods 30 are provided, one between the front column 201 and the grandstand structural column 11, and the other between the rear column 202 and the grandstand structural column 11. Each set includes a horizontal tie rod 301 fixedly connected between adjacent temporary columns 20 and two diagonal tie rods 302 fixedly connected between the top of the temporary column 20 and the grandstand structural column 11.

[0063] A grid-like scaffolding was erected around each temporary column to form a construction platform.

[0064] The temporary column 20 and the temporary triangular tie rod 30 can be made of square steel pipe or round steel pipe. The specific model is determined by calculation. The bottom of the temporary column 20 can also be fixedly connected to the grandstand beam. Steel embedded parts need to be pre-embedded at the connection position. The fixed connection of the temporary support structure is all welded by fillet weld.

[0065] Step 4, Construction Sequence Design: The construction of the entire construction section is carried out symmetrically in the order of first the low section 21, then the middle section 22, and finally the high section 23; the construction direction of the truss in each construction section is from the low section 21 toward the high section 23.

[0066] Step 5: Construction of the truss in the overall assembly area, i.e., the construction of the overall truss in the lower area: Step a, install the temporary support structure for the lower zone 21; Step b, install the cantilevered main truss 3 of the lower zone 21, hoist the cantilevered main truss 3 and place it as a whole on the temporary support structure; use a truck crane to hoist the cantilevered main truss 3 to the target position, and use temporary supports for high-altitude positioning; Step c, install the self-balancing support structure of the lower zone 21; Step d: Install the radial secondary truss of the lower zone 21, and install the assembly units of the shoulder secondary truss 4, the inner ring secondary truss 5 and the outer ring secondary truss 6 in sequence between the adjacent cantilevered main trusses 3. Step e: Remove part of the temporary support structure, retain the temporary support structure under the cantilevered main truss 3 at the adjacent boundary between the lower zone 21 and the middle zone 22, and remove the remaining temporary support structure in the lower zone 21 for reuse.

[0067] Step Six: Construction of the latter half of the truss in the segmented assembly area: Step A, Construction of the latter half of the truss in the central area: Step a, install the temporary support structure for the central zone 22; Step b, install the lower chord unit 2a of the rear half of the cantilevered main truss 3 in the middle zone 22, hoist the lower chord unit 2a and place it as a whole on the temporary support structure; Step c, install the self-balancing support structure of the central zone 22; Step d: Install the upper chord web member unit 2b of the rear half of the cantilevered main truss 3 in the middle zone 22, and fix the upper chord web member unit 2b to the lower chord unit 2a to form a complete rear half. Step e: Install the radial secondary truss of the central zone 22, and install the assembly units of the shoulder secondary truss 4 and the outer ring secondary truss 6 in sequence between the adjacent cantilevered main trusses 3. Step f: Remove part of the temporary support structure, retain the temporary support structure under the cantilevered main truss 3 at the adjacent boundary between the middle zone 22 and the high zone 23, and remove the remaining temporary support structure of the middle zone 22 for reuse.

[0068] Step B, construction of the latter half of the truss in the high-rise area: Step a, see Figure 12 As shown, the temporary support structure for installing high zone 23; Step b, see Figure 13 As shown, the lower chord unit 2a of the rear half of the cantilevered main truss 3 in the installation high zone 23 is hoisted and placed as a whole on the temporary support structure; a truck crane is used to hoist the lower chord unit 2a to the target position; Step c, see Figure 14 As shown, the self-balancing support structure of the installation high zone 23 is installed; a truck crane is used to lift the self-balancing support structure to the target position; Step d, see Figure 15 As shown, the upper chord web member unit 2b of the rear half of the cantilevered main truss 3 in the high zone 23 is installed, and the upper chord web member unit 2b is fixedly connected to the lower chord unit 2a to form a complete rear half; the upper chord web member unit 2b is hoisted to the target position using a truck crane; Step e, see Figure 16 As shown, the radial secondary truss of the high zone 23 is installed, and the assembly units of the shoulder secondary truss 4 and the outer ring secondary truss 6 are installed sequentially between the adjacent cantilevered main trusses 3. Step f, see Figure 17 As shown, the remaining temporary support structures in the low zone 21, the middle zone 22, and all temporary support structures in the high zone 23 were removed.

[0069] Step 7: Construction of the first half of the truss in the segmented assembly area: Step A, Construction of the first half of the truss in the central area: Step a, install the cantilevered middle unit 2c of the middle zone 22. After the cantilevered middle unit 2c is temporarily fixed to the rear half of the middle zone 22 by the temporary connecting plate 10 and high-strength bolts, the steel pipe joints of the two are then fixed and welded. Step b, install the cantilevered side unit 2d of the middle zone 22. After the cantilevered side unit 2d and the cantilevered middle unit 2c are temporarily fixed by the temporary connecting plate 10 and high-strength bolts, the steel pipe joints of the two are then fixedly welded. Step c, install the inner ring secondary truss 5 in the middle zone: First, install the first inner ring secondary truss 5 between the cantilevered main truss 3 adjacent to the boundary of the lower zone and the first cantilevered side unit 2d of the middle zone 22. Then, install the second inner ring secondary truss 5 between the first and second cantilevered side units 2d in the middle zone 22. Repeat the above steps until all inner ring secondary trusses 5 in the middle zone are completed.

[0070] Step B, construction of the first half of the truss in the high-rise area: Step a, see Figure 18 As shown, the cantilevered middle unit 2c of the high zone 23 is installed. The cantilevered middle unit 2c and the rear half of the high zone 23 are temporarily fixed by the temporary connecting plate 10 and high-strength bolts. Then, the steel pipe joints of the two are fixedly welded. Step b, see Figure 19 As shown, the cantilevered side unit 2d of the high zone 23 is installed. The cantilevered side unit 2d and the cantilevered middle unit 2c are temporarily fixed by the temporary connecting plate 10 and high-strength bolts. Then, the steel pipe joints of the two are fixedly welded. Step c, see Figure 20 As shown, the inner ring secondary truss 5 of the high zone is installed as follows: First, the first inner ring secondary truss 5 is installed between the cantilevered main truss 3 adjacent to the boundary of the middle zone and the first cantilevered edge unit 2d of the high zone 23. Then, the second inner ring secondary truss 5 is installed between the first and second cantilevered edge units 2d in the high zone 23. The steps are repeated until all the inner ring secondary trusses 5 of the middle zone are completed.

[0071] Throughout the entire construction process, except for step b in step five and steps b-d in step B of step six, which were carried out using a truck crane, all other construction work was completed using a tower crane.

Claims

1. A crescent-shaped steel canopy structure system, characterized in that, include: Concrete grandstand structure (1); The hyperbolic cantilever canopy (2), with a crescent-shaped steel pipe spatial structure in plan, is asymmetrically connected to the concrete grandstand structure (1) on one side, including: The cantilever main truss (3) is a set of spatial tube trusses arranged at intervals along the axial direction of the hyperbolic cantilever canopy (2), which is the main load-bearing skeleton of the hyperbolic cantilever canopy (2). Its cantilever length decreases symmetrically from the middle of the hyperbolic cantilever canopy (2) to both sides. Radial secondary trusses include shoulder secondary trusses (4), inner ring secondary trusses (5) and outer ring secondary trusses (6). The shoulder secondary truss (4) is fixedly connected to the middle of the adjacent cantilever main truss (3) and serves as the middle lateral support structure for the cantilever main truss (3). The inner ring secondary truss (5) is fixedly connected to the cantilever front end of the adjacent cantilever main truss (3) and serves as the lateral support structure for the cantilever front end of the cantilever main truss (3). The outer ring secondary truss (6) is fixedly connected to the rear end of the adjacent cantilever main truss (3) and serves as the rear lateral support structure of the cantilever main truss (3). A self-balancing support structure is set between the concrete grandstand structure (1) and each cantilever main truss to transfer the load and overturning moment transmitted by the cantilever main truss (3) to the concrete grandstand structure (1). The concrete grandstand structure (1) is a single-sided structure, including: The grandstand structural columns (11) are distributed in an arc shape and are set up in a one-to-one correspondence with the cantilever main truss (3). The column top elevation of the grandstand structural columns (11) decreases symmetrically from the middle of the hyperbolic cantilever canopy (2) to both sides, and the column top of each grandstand structural column (11) is the highest elevation of the surrounding concrete grandstand structure (1). The main beam (12) of the grandstand structure is provided with a set of beams that correspond one-to-one with the cantilevered main truss (3) in the same direction and are fixedly connected to the columns (11) of the grandstand structure. The grandstand panel (13) is attached to the main beam (12) of the grandstand structure; Self-balancing support structures include: V-shaped pressure-bearing support columns (7) are set one-to-one with the cantilever main truss (3), including a set of spatially arranged column tubes (71), whose bottom ends converge and are fixedly connected to the same hinge support (9) set on the top of the grandstand structural column (11); the two adjacent column tubes (71) at their top ends are separated in a V shape and are fixedly connected to the bottom of the cantilever main truss (3) set at the shoulder secondary truss (4), which is a structure that bears and transmits vertical pressure. V-shaped tension support rods (8) are set one-to-one with the cantilever main truss (3). They include two tie rod tubes (81) set in a V-shape in the plane. Their bottom ends meet and are pinned to the outside of the main beam (12) of the grandstand structure. Their top ends are fixedly connected to the bottom of the cantilever main truss (3) at the position of the outer ring secondary truss (6). This structure is designed to bear and balance the upward pull and overturning moment generated by the cantilever.

2. The crescent-shaped steel canopy structure system according to claim 1, characterized in that: The cantilevered main truss (3) is an equilateral triangular spatial tube truss, the shoulder secondary truss (4) is an equilateral triangular spatial tube truss, the inner ring secondary truss (5) is an inverted triangular spatial tube truss, and the outer ring secondary truss (6) is a planar spatial tube truss.

3. The crescent-shaped steel canopy structure system according to claim 2, characterized in that: The V-shaped pressure support column (7) includes four column tubes (71) arranged along the edge of the inverted tetrahedron. The top of the four column tubes (71) corresponds to the four nodes where the shoulder secondary truss (4) and the bottom of the cantilever main truss (3) intersect. The four column tubes (71) are fixedly connected to the lower chord of the cantilever main truss (3) at the four nodes. The V-shaped tension support rod (8) includes two tie rod tubes, the top of which corresponds to the two nodes where the bottom of the outer ring secondary truss (6) and the cantilever main truss (3) intersect. The two tie rod tubes are fixedly connected to the lower chord of the cantilever main truss (3) at the two nodes.

4. A method for unsupported high-altitude bulk construction of the cantilevered end of the crescent-shaped steel canopy structure system according to claim 3, characterized in that, include: Step 1, construction section division: The hyperbolic cantilever canopy (2) is divided into an overall assembly area and a segmented assembly area according to the cantilever length from small to large. The segmented assembly area is located in the middle of the hyperbolic cantilever canopy (2), and the overall assembly area is symmetrically set on both sides of the segmented assembly area. Step 2: Assemble the truss on the ground according to the construction section: The cantilevered main truss (3) in the overall assembly area is assembled and formed as a whole; The cantilever main truss (3) in the segmented assembly area is divided into a rear half and a front half. The rear half is divided into upper and lower sections, including a lower chord unit (2a) and an upper chord web member unit (2b). The front half is a cantilever unit. The steel pipe docking ports of the cantilever unit in the front half are equipped with four temporary connecting plates (10). The radial secondary truss is divided into assembly units by the spacing of adjacent cantilevered main trusses (3), wherein the assembly units of the shoulder secondary truss (4) and the outer ring secondary truss (6) are located in the rear half, and the assembly units of the inner ring secondary truss (5) are located in the front half. Step 3: Design of temporary support structure; The bottom of the temporary support structure is fixedly connected to the grandstand panels (13) on both sides of the V-shaped pressure support column (7), and the top is supported at the bottom of the node of the cantilever main truss (3) closest to the front and rear sides of the V-shaped pressure support column (7). The temporary support structure is set in the rear half of the cantilever main truss (3) in the segmented assembly area. Step 4, Construction Sequence Design: The construction of the entire construction section follows a symmetrical construction sequence: first the overall assembly area, then the segmented assembly area; within each construction section, the truss construction direction progresses from the overall assembly area toward the segmented assembly area. Step 5: Construction of the truss in the overall assembly area: Step a, install the temporary support structure for the overall assembly area; Step b, install the cantilevered main truss (3) of the overall assembly area, hoist the cantilevered main truss (3) and place it as a whole on the temporary support structure; Step c: Install the self-balancing support structure of the overall assembly area; Step d: Install the radial secondary truss of the overall assembly area, and install the assembly units of the shoulder secondary truss (4), inner ring secondary truss (5) and outer ring secondary truss (6) in sequence between adjacent cantilever main trusses (3); Step e: Remove some of the temporary support structures, retain the temporary support structures under the cantilevered main truss (3) at the adjacent boundary between the overall assembly area and the segmented assembly area, and remove the remaining temporary support structures in the overall assembly area for reuse; Step Six: Construction of the latter half of the truss in the segmented assembly area: Step a: Install the temporary support structure for the segmented assembly area; Step b, install the lower chord unit (2a) of the rear half of the cantilevered main truss (3) in the segmented assembly area, and hoist the lower chord unit (2a) and place it as a whole on the temporary support structure; Step c: Install the self-balancing support structure of the segmented assembly area; Step d: Install the upper chord web member unit (2b) of the rear half of the cantilevered main truss (3) in the segmented assembly area, and fix the upper chord web member unit (2b) and the lower chord unit (2a) to form a complete rear half; Step e: Install the radial secondary truss of the segmented assembly area, and install the assembly units of the shoulder secondary truss (4) and the outer ring secondary truss (6) in sequence between the adjacent cantilevered main trusses (3); Step f: Dismantle all temporary support structures in the overall assembly area and the segmented assembly areas for reuse; Step 7: Construction of the first half of the truss in the segmented assembly area: Step a, install the cantilever unit of the segmented assembly area. After the cantilever unit and the rear half are temporarily fixed by temporary connecting plate (10) and high-strength bolts, the steel pipe joints of the two are fixed and welded. Step b, install the inner ring secondary truss (5) of the segmented assembly area: First, install the first inner ring secondary truss (5) between the cantilever front end of the cantilever main truss (3) adjacent to the boundary of the overall assembly area and between the first cantilever unit of the segmented assembly area. Then, install the second inner ring secondary truss (5) between the first and second cantilever units in the segmented assembly area. Repeat the above steps until all inner ring secondary trusses (5) of the segmented assembly area are completed.

5. The method for unsupported high-altitude bulk construction at the cantilever end according to claim 4, characterized in that: The temporary support structure includes temporary columns (20) and temporary triangular tie rods (30). The temporary columns (20) include two front columns (201) spaced apart on the front side of the V-shaped pressure support column (7) and two rear columns (202) spaced apart on the rear side of the V-shaped pressure support column (7) and between the V-shaped tension support rod (8); the temporary columns (20) are supported on the lower chord of the cantilevered main truss (3) node closest to the front and rear sides of the V-shaped pressure support column (7). Two sets of temporary triangular tie rods (30) are provided, which are respectively installed between the front column (201) and the grandstand structural column (11) and the rear column (202) and the grandstand structural column (11). Each set includes a horizontal tie rod (301) fixedly connected between adjacent temporary columns (20) and two diagonal tie rods (302) fixedly connected between the top of the temporary column (20) and the grandstand structural column (11). A grid scaffolding was erected around each temporary column (20).

6. The method for unsupported high-altitude bulk construction at the cantilever end according to claim 4 or 5, characterized in that: In step two, the cantilever unit is further divided into the cantilever middle unit (2c) and the cantilever side unit (2d), and four temporary connecting plates (10) are set at the steel pipe docking port of each unit. In step a of step seven, first install the cantilevered middle unit (2c) and connect it to the rear half; then install the cantilevered side unit (2d). After the cantilevered side unit (2d) and the cantilevered middle unit (2c) are temporarily fixed by the temporary connecting plate (10) and high-strength bolts, the steel pipe joints of the two are fixedly welded. In step b of step seven, the assembly unit of the inner ring secondary truss (5) is connected to the cantilever side unit (2d).

7. The method for unsupported high-altitude bulk construction at the cantilever end according to claim 6, characterized in that: In step one, the segmented assembly area is further divided into a high zone (23) and a middle zone (22), and the overall assembly area is the low zone (21). The high zone (23) is located in the middle of the hyperbolic cantilever canopy (2), the middle zone (22) is symmetrically arranged on both sides of the high zone (23), and the low zone (21) is symmetrically arranged at the ends of the hyperbolic cantilever canopy (2). In step four, the construction sections are constructed symmetrically in the order of first the low section (21), then the middle section (22), and finally the high section (23); the construction direction of the truss in each construction section is from the low section (21) towards the high section (23); In step six, the latter half of the truss of the middle zone (22) is constructed first. After the construction of the middle zone (22) is completed, when some temporary support structures are removed, the temporary support structure under the cantilevered main truss (3) at the adjacent boundary between the middle zone (22) and the high zone (23) is retained, and the remaining temporary support structures of the middle zone (22) are removed for turnover. Then the latter half of the truss of the high zone (23) is constructed. After the construction of the high zone (23) is completed, all temporary support structures in the middle zone (22) and the high zone (23) are removed. In step seven, the first half of the truss of the middle zone (22) is constructed first, then the inner ring secondary truss (5) of the middle zone (22) is installed, then the first half of the truss of the high zone (23) is installed, and finally the inner ring secondary truss (5) of the high zone (23) is installed.

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