A construction method without support for spoke-type cable-supported grid roof

Abstract

The present application relates to a method for constructing a spoke-type cable-supported grid roof without a support, which belongs to the field of building construction technology. It solves the problem that the support construction method used in the prior art requires the installation of a large number of temporary construction support frames, which is costly, and the frames will be supported on the lower concrete structure, and it is necessary to consider the interlaced operations with the concrete structure, and the construction process is cumbersome. The method for constructing a spoke-type cable-supported grid roof without a support replaces the deadweight of the upper steel structure by using vertical construction cables, and arranges adjustment devices on the vertical construction cables to continuously adjust and control the elevation of the annular cables so that they are always at the design elevation, thereby completing the shape-finding work of the spoke-type cable-supported grid. The present application has simple construction steps, high construction efficiency, and low construction cost.

Description

Technical Field

[0001] The present application belongs to the field of building construction technology, and specifically relates to a bracket-free construction method for a spoke-type cable-supported grid roof. Background Art

[0002] The spoke-type tension structure is often used to construct roofs of large-span spaces such as stadiums due to its large spatial span and stable structure.

[0003] At present, the main construction method used for spoke-type cable-supported grid structures is the bracket method, which first sets up a temporary construction support frame for the upper steel structure. After the upper steel structure is installed, the radial cables and circumferential cables are pulled and tensioned to provide the overall stiffness of the structure. In general, the bracket method has low construction difficulty and low requirements for simulation and analysis of the construction process. It is currently widely used in various types of spoke-type cable-supported grid structure stadiums. However, the bracket method requires the setting up of a large number of temporary construction support frames. The manufacturing cost of the frame itself is relatively high, and the frame will be supported on the lower concrete structure. It is necessary to consider the interlaced operation with the concrete structure, and the construction process is cumbersome. Summary of the invention

[0004] In view of the above analysis, an embodiment of the present invention aims to provide a method for constructing a spoke-type cable-supported grid roof without a support, so as to solve the problem that the support construction method used in the prior art requires the setting up of a large number of temporary construction support frames, which is costly, and the frames will be supported on the lower concrete structure, and it is necessary to consider the interlaced operations with the concrete structure, resulting in a cumbersome construction process.

[0005] The object of the present invention is achieved in that:

[0006] A method for constructing a spoke-type cable-supported grid roof without a support frame comprises the following steps:

[0007] Step S1: installing the outermost compression ring beam;

[0008] Step S2: laying radial cables and circumferential cables on the ground, and connecting a plurality of radial cables and circumferential cables;

[0009] Step S3: using a traction device to lift the radial cable and the annular cable that have been connected on the ground upward as a whole; and connecting the upper end of the vertical construction cable to the annular cable;

[0010] Step S4: Continue to pull the radial cable and the annular cable upwards by the pulling device until the annular cable reaches the pulling elevation, and connect the radial cable to the outermost compression ring beam;

[0011] Step S5: tensioning and anchoring the lower end of the vertical construction cable, adjusting the cable force of the vertical construction cable through the adjusting device, and adjusting and controlling the hoop cable at the designed elevation;

[0012] Step S6: hoisting the assembled upper steel structure to a high altitude and connecting it with the radial cables and the annular cables;

[0013] Step S7: After all upper steel structures are installed, the vertical construction cables are removed to complete the construction of the spoke-type cable-supported grid roof.

[0014] Furthermore, the step S4 further includes the following steps:

[0015] Step S40: calculating the original lengths of the radial cables and the annular cables;

[0016] Step S41: In the initial design state, a circle is drawn with the first node where the outermost compression ring beam intersects with the radial cable as the center and the original length of the radial cable as the radius;

[0017] Step S42: draw a straight auxiliary line vertically upward from the second node of the radial cable and the annular cable, and horizontally offset the straight auxiliary line to the right by a distance △X; wherein the distance △X=half of the difference between the plane diameter of the initial design state of the annular cable and the original plane diameter;

[0018] Step S43: Of the two intersection points of the horizontally offset straight auxiliary line and the circle, the lower intersection point is the point where the traction elevation is located.

[0019] Furthermore, the annular cable and the radial cable are in the following relationship:

[0020] N3×sin c×2=N1×cos d;

[0021] In the above formula, N3 is the axial force of the annular cable, N; c is the angle between the annular cable and the radial cable in the vertical direction, °; ​​N1 is the axial force of the radial cable, N; d is the angle between the radial cable and the horizontal line, °.

[0022] Further, in step S6, the upper steel structure is installed symmetrically in a clockwise or counterclockwise direction.

[0023] Furthermore, in step S6, two radial steel beams, cantilever beams, radial steel beam struts, outer struts, and inner struts at the cantilever ends that are in the same vertical plane are taken as a structural installation group, and one structural installation group is hoisted each time, and the structural installation group is fixedly connected to the upper steel structure that has been previously connected to the radial cable and the annular cable through the annular beam assembly.

[0024] Furthermore, in step S3, each radial cable is connected to the outermost compression ring beam through a traction cable of a traction device; all traction devices work simultaneously to lift the radial cables and annular cables that have been connected on the ground upward as a whole.

[0025] Further, in step S3, the upper end of the vertical construction cable is connected to the node position of the radial cable and the annular cable.

[0026] Further, in step S3, when the circumferential cable is lifted from the ground to a height of 1 m, the vertical construction cable is connected.

[0027] Furthermore, in step S5, the vertical construction cables are anchored by at least one of heavy weights, anchoring to the stand beams, and anchoring to anchor piles.

[0028] Furthermore, when the node of the radial cable and the annular cable is located directly below the inner side of the stand, a heavy object or anchoring to the stand beam is used as an anchoring method; when the node of the radial cable and the annular cable is located directly below the outer side of the stand, an anchor pile anchoring method is used.

[0029] Compared with the prior art, the method for constructing a spoke-type cable-supported grid roof without a support provided by the present invention controls the elevation of the annular cable to the design elevation by tensioning the vertical construction cables before the upper steel structure is installed. Because the radial cables and the annular cables are fixed-length cables, as long as the design elevation is reached, the internal forces of the radial cables and the annular cables can reach the internal forces in the design initial state. The self-balancing state of the spoke-type cable-supported grid roof after the prestress is applied is called the design initial state. In this design initial state, the structure only bears its own weight. Before the upper steel structure is installed, the vertical construction cables are used to equivalently replace the self-weight of the upper steel structure, and then the upper steel structure is installed. During the entire installation process of the upper steel structure, an adjustment device is set on the vertical construction cables, so that the elevation of the annular cable can be kept at the design elevation. The greatest advantage of this is that the upper steel structure can be directly processed according to the shape of the drawing during installation, and the upper steel structure itself does not need to be shape-finding, which can ensure the consistency of the construction and the design form and improve the construction accuracy. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] In order to more clearly illustrate the embodiments of this specification or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments recorded in the embodiments of this specification. For ordinary technicians in this field, other drawings can also be obtained based on these drawings.

[0031] Figure 1 A three-dimensional axial schematic diagram of the spoke-type cable-supported grid roof provided by the present invention;

[0032] Figure 2 A top view of the spoke-type cable-supported grid roof provided by the present invention;

[0033] Figure 3 Schematic diagram of the construction process of the spoke-type cable-supported grid roof provided by the present invention Figure 1 ;

[0034] Figure 4Schematic diagram of the construction process of the spoke-type cable-supported grid roof provided by the present invention Figure 2 ;

[0035] Figure 5 Schematic diagram of the construction process of the spoke-type cable-supported grid roof provided by the present invention Figure 3 ;

[0036] Figure 6 Force analysis of radial cables and annular cables of the spoke-type cable-supported grid roof provided by the present invention Figure 1 ;

[0037] Figure 7 Force analysis of radial cables and annular cables of the spoke-type cable-supported grid roof provided by the present invention Figure 2 ;

[0038] Figure 8 The schematic diagram of the calculation process for determining the position of the traction elevation point of the present invention is as follows Figure 1 ;

[0039] Fig. 9 The schematic diagram of the calculation process for determining the position of the traction elevation point of the present invention is as follows Figure 2 ;

[0040] Fig.10 The schematic diagram of the calculation process for determining the position of the traction elevation point of the present invention is as follows Figure 3 ;

[0041] Fig.11 Schematic diagram of the construction process of the spoke-type cable-supported grid roof provided by the present invention Figure 4 ;

[0042] Fig.12 Schematic diagram of the construction process of the spoke-type cable-supported grid roof provided by the present invention Figure 5 ;

[0043] Fig.13 Schematic diagram of the construction process of the spoke-type cable-supported grid roof provided by the present invention Figure 6 ;

[0044] Fig.14 Schematic diagram of the construction process of the spoke-type cable-supported grid roof provided by the present invention Figure 7 ;

[0045] Fig.15 A structural schematic diagram of the completed construction of the spoke-type cable-supported grid roof provided by the present invention.

[0046] Reference numerals:

[0047] 1. Upper steel structure; 2. Outermost compression ring beam; 3. Radial cable; 4. Annular cable; 5. Vertical construction cable; 6. Radial steel beam; 7. Cantilever beam; 8. Middle compression ring beam; 9. Annular connecting beam; 10. Innermost ring beam; 11. Outer support rod; 12. Inner support rod of cantilever end; 13. Radial steel beam support rod; 14. Grandstand; 15. Adjustment device; 16. Anchor pile; 17. Towing cable; 18. Connection device; 19. Structural installation group. DETAILED DESCRIPTION

[0048] In order to make the purpose, technical scheme and advantages of the embodiments of the present application clearer, the technical scheme in the embodiments of the present application will be clearly and completely described in combination with the drawings in the embodiments of the present application. Obviously, the described embodiments are part of the embodiments of the present application, rather than all of the embodiments. It should be noted that, in the absence of conflict, the embodiments in the present disclosure and the features in the embodiments can be combined, separated, interchanged and / or rearranged with each other. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of this application.

[0049] In the accompanying drawings, the size and relative size of components may be exaggerated for clarity and / or descriptive purposes. When the exemplary embodiments may be implemented differently, a specific process sequence may be performed in a different order than described. For example, two successively described processes may be performed substantially simultaneously or in an order opposite to the order described. In addition, the same reference numerals represent the same components.

[0050] The terms used here are for the purpose of describing specific embodiments, and are not intended to be restrictive. As used here, unless the context clearly indicates otherwise, the singular forms "one (kind, person)" and "said (the)" are also intended to include plural forms. In addition, when the terms "comprise" and / or "include" and their variations are used in this specification, it is explained that there are stated features, integral bodies, steps, operations, parts, assemblies and / or their groups, but it is not excluded that there are or add one or more other features, integral bodies, steps, operations, parts, assemblies and / or their groups. It should also be noted that, as used here, the terms "substantially", "approximately" and other similar terms are used as approximate terms and not as degree terms, so that they are used to explain the inherent deviations of the measured values, calculated values ​​and / or the values ​​provided that will be recognized by those of ordinary skill in the art.

[0051] Example 1

[0052] A specific embodiment of the present invention discloses a method for constructing a spoke-type cable-supported grid roof without a support, in which the vertical construction cables 5 are used to replace the deadweight of the upper steel structure 1, and the adjustment device 15 is arranged on the vertical construction cables 5 to continuously adjust the elevation of the annular cables 4 so that they are always at the designed elevation, thereby completing the shape-finding work of the spoke-type cable-supported grid. After the construction is completed, the vertical construction cables 5 are removed. The construction method of this embodiment can improve the accuracy of construction and installation and ensure the consistency of construction with the design form.

[0053] Figure 1 , Figure 2 and Fig.15 The specific structure of the spoke-type cable-supported grid roof is shown. The spoke-type cable-supported grid roof includes an upper steel structure 1, an outermost compression ring beam 2, radial cables 3 and annular cables 4. The radial cables 3 and the annular cables 4 are cross-connected to form a cable net system. The cable net system is connected to the upper steel structure 1 and the outermost compression ring beam 2 and is configured to stabilize the upper steel structure 1. Among them, the upper steel structure 1 includes radial steel beams 6, cantilever beams 7, central compression ring beams 8, annular connecting beams 9, innermost ring beams 10, outer struts 11 and inner struts 12 at the cantilever end; the outermost compression ring beam 2, the central compression ring beam 8 and the innermost ring beam 10 are all circular ring structures, the central compression ring beam 8 is located between the outermost compression ring beam 2 and the innermost ring beam 10, the outermost compression ring beam 2 forms a first circular ring, the central compression ring beam 8 forms a second circular ring, and the innermost ring beam 10 forms a third circular ring, and the diameter of the first circular ring is greater than the diameter of the second circular ring and greater than the diameter of the third circular ring. diameter; a plurality of radial steel beams 6 are arranged between the outermost compression ring beam 2 and the middle compression ring beam 8; a plurality of cantilever beams 7 are arranged between the middle compression ring beam 8 and the innermost ring beam 10; the annular cable 4 is a circular ring structure, having a fourth circular ring diameter, and the third circular ring diameter < the fourth circular ring diameter < the second circular ring diameter; the annular cable 4 is located below the cantilever beam 7, and an outer support rod 11 and an inner support rod 12 at the cantilever end are connected between the cantilever beam 7 and the annular cable 4, and the cantilever beam 7, the outer support rod 11 and the inner support rod 12 at the cantilever end form a triangular support structure.

[0054] In this embodiment, the outer support rods 11, the inner support rods 12 at the cantilever ends, the radial cables 3, the radial steel beams 6 and the cantilever beams 7 are arranged in groups in the form of supporting structure units. All components of each group of supporting structure units are located in the same vertical plane. Multiple supporting structure units are evenly and symmetrically arranged around a circle with the center of the roof as the center. All supporting structure units form a stable roof structure system through the outermost compression ring beam 2, the middle compression ring beam 8, the innermost ring beam 10 and the annular cable 4 of the circular ring structure.

[0055] The first end of the radial cable 3, the first end of the radial steel beam 6 and the connection point of the outermost compression ring beam 2 are the first node; the second end of the radial cable 3, the first end of the outer support rod 11, the first end of the inner support rod 12 of the cantilever end and the connection point of the annular cable 4 are the second node; the connection point of the vertical construction cable 5 with the radial cable 3 and the annular cable 4 is located at the second node; the second end of the radial steel beam 6, the second end of the outer support rod 11, the first end of the cantilever beam 7 and the middle compression ring beam 8 are the third node; the connection point of the second end of the inner support rod 12 of the cantilever end and the cantilever beam 7 is the fourth node; the connection point of the second end of the cantilever beam 7 and the innermost ring beam 10 is the fifth node, which does not coincide with the fourth node, so that the innermost ring beam 10 is in a cantilevered state. Figure 7 As shown, the span of the radial steel beam 6 is L3, the span of the cantilever beam 7 between the third node and the fourth node is L2, the span of the cantilever beam 7 between the fourth node and the fifth node is L1, and the horizontal distance of the annular cable 4 relative to the outermost compression ring beam 2 is L4.

[0056] In this embodiment, the annular connecting beam 9 is a circular ring structure, which is arranged in a concentric circle between the outermost compression ring beam 2 and the middle compression ring beam 8, and is connected to the radial steel beam 6; and / or, it is arranged between the middle compression ring beam 8 and the innermost ring beam 10, and is connected to the cantilever beam 7.

[0057] In one of the optional embodiments, the upper steel structure 1 also includes a radial steel beam support rod 13, which is connected between the radial cable 3 and the radial steel beam 6, and can provide a support point for the radial steel beam 6 in the form of axial force. The radial steel beam support rod 13 is also a part of the supporting structure unit, and is located in the same vertical plane as other components of the radial steel beam support rod 13. There are multiple radial steel beams 6, and multiple radial steel beams 6 are arranged vertically in parallel. By setting the radial steel beam support rod 13, the radial steel beam support rod 13 is connected to the radial cable 3, and prestress is applied to the radial cable 3 and the annular cable 4. The radial steel beam support rod 13 will provide a support point for the radial steel beam 6 in the form of axial force, optimize the bending moment distribution of the radial steel beam 6, effectively reduce the cross-sectional size of the radial steel beam 6, and improve the economy.

[0058] Different states of the spoke-type cable-supported grid roof during the anti-tensioning construction process refer to Figures 3 to 5 , Figures 11 to 15 .

[0059] The spoke-type cable-supported grid roof construction method without support includes steps S1-S7, which are specifically as follows:

[0060] Step S1: Install the outermost compression ring beam 2, such as Figure 3 As shown;

[0061] Step S2: laying radial cables 3 and annular cables 4 on the ground, and connecting multiple radial cables 3 and annular cables 4, such as Figure 4 As shown;

[0062] Step S3: Each radial cable 3 is connected to the outermost compression ring beam 2 through a traction cable 17 of a traction device, and the radial cable 3 and the traction cable 17 are connected through a connecting device 18. Then all the traction devices work simultaneously to lift the radial cables 3 and the annular cables 4 that have been connected on the ground upward as a whole. When the annular cables 4 are lifted about 1m from the ground, the upper ends of the vertical construction cables 5 are connected to the annular cables 4. Figure 5 shown.

[0063] Step S4: Continue to pull the radial cable 3 and the annular cable 4 upwards by the pulling device until the annular cable 4 reaches the pulling elevation, and connect the radial cable 3 to the outermost compression ring beam 2; wherein the pulling elevation is greater than the design elevation and less than the height of the outermost compression ring beam 2. Step S4 also includes: determining the position of the point where the pulling elevation is located.

[0064] It should be noted that in step S4, the annular cable 4 is pulled to the pulling elevation instead of directly to the design elevation. The main reasons are as follows: on the one hand, due to the limitation of the maximum range of the pulling device such as the tensioning jack, the jacks in the field of building construction are generally only 1500~2000kN, while the axial force of the radial cable 3 in the initial design state is 4000~5000kN. The conventional tensioning jack cannot directly pull the radial cable 3 and the annular cable 4 to the design elevation. Pulling to the design elevation means that the pulling device needs to bear all the axial forces of the radial cable 3 in the initial design state. On the other hand, due to cost reasons, because the traction cable 17 is a temporary construction cable, in order to reduce the construction cost, it is not advisable to let the traction cable 17 be subjected to a large force, so that the diameter of the traction cable 17 can be reduced, thereby achieving the effect of reducing the construction cost.

[0065] Specifically, determining the position of the traction elevation point includes steps S40-S43:

[0066] Step S40: Calculate the original lengths of the radial cables 3 and the annular cables 4.

[0067] The inventors have found that the linear relationship between the axial forces of the radial cable 3 and the annular cable 4 is related to the geometric shape. By calculation, the shortening of the original length of the radial cable 3 compared to the length of the initial design state and the shortening of the original length of the radius of the annular cable 4 compared to the initial design state can be obtained. From the geometric relationship, it can be known that if the radial cable 3 and the annular cable 4 are shortened at the same time, the elevation of the intersection node of the radial cable 3 and the annular cable 4 must be moved upward compared to the design elevation, and this upwardly moved elevation is the traction elevation.

[0068] According to structural mechanics, the internal forces of the radial cable 3 and the annular cable 4 are as follows: Figure 6As shown, the horizontal force component of the annular cable 4 is approximately equal to the horizontal force component of the radial cable 3, and the following relationship exists:

[0069] N3×sin c×2=N1×cos d;

[0070] In the above formula, N3 is the axial force of the annular cable, N; c is the angle between the annular cable and the radial cable in the vertical direction, °; ​​c=(180°-(n-2)×180° / n) / 2, where n is the number of circles of the radial cable 3; N1 is the axial force of the radial cable, N; d is the angle between the radial cable 3 and the horizontal line, °; cos d= .

[0071] like Figure 7 As shown, L4 is the horizontal distance of the annular cable 4 relative to the outermost compression ring beam 2, and H1 is the height difference between the second node of the radial cable 3 and the annular cable 4 and the outermost compression ring beam 2. For example, n=44, L4=49500mm, H1=9700mm, then the internal force of the annular cable 4 is estimated by: N3=N1 / 2×cos d / sin c=N1 / 2× / sin ((180-(44-2)×180 / 44)) / 2=6.878×N1.

[0072] It can be seen from the above calculation results that if the geometric shapes of radial cables 3 and annular cables 4 are determined, the axial forces of radial cables 3 and annular cables 4 have a linear relationship based on their geometric characteristics. The self-balancing state of the spoke-type cable-supported grid roof after the prestressing is applied is called the design initial state. In this design initial state, the structure is only subjected to its own weight. The radial cables 3 and annular cables 4 are designed as fixed-length cables. Fixed-length cables refer to the fixed-length cables whose force can be obtained through the relationship between force and displacement in the design initial state as F=E×A / L0×(L-L0), where F is the axial force of the fixed-length cable, N; L0 is the original length of the fixed-length cable, mm; L is the length of the fixed-length cable in the design initial state, mm; and E is the elastic modulus of the fixed-length cable, N / mm 2 ; A is the cross-sectional area of ​​the fixed length cable, mm 2 ; A = πd 2 / 4, d is the diameter of the fixed-length cable, mm; then the original length of the fixed-length cable L0=E×A×L / (EA+F). Since the axial forces of the radial cable 3 and the annular cable 4 in the initial design state are known, the original lengths of the radial cable 3 and the annular cable 4 can be calculated based on the above formula.

[0073] For example, the axial force N1 of the radial cable in the initial design state is 3600000N. According to the geometric characteristics of the radial cable and the annular cable, the axial force N3 of the annular cable in the initial design state is 6.878×N1=24760000N. The length L of the radial cable in the initial design state is 初 = =50441mm; the diameter of radial cable 3 is 120mm, then the original length of radial cable L0=206000N / mm 2 ×π×120mm 2 / 4×50441mm / (206000 N / mm 2 ×π×120mm 2 / 4+3600000N)=50363mm, the original length of the radial cable is 78mm shorter than the initial length of the design. Similarly, the original length of the annular cable L0=206000N / mm 2 ×π×320mm 2 / 4×(π×130000)mm / (206000 N / mm 2 ×π×320mm 2 / 4+24760000N)=407797mm, then the original plane diameter of the annular cable is 407797 / π =129805mm, the initial design plane diameter of the annular cable is R=130000mm, the initial design length of the annular cable is π×R=408407mm, the diameter d of the annular cable 4 is 320mm, the original plane diameter of the annular cable 4 is smaller than the plane diameter of the design initial state, and the difference between the initial design plane diameter and the original plane diameter of the annular cable 4 is 194mm.

[0074] Step S41: In the initial design state, a circle is drawn with the first node where the outermost compression ring beam 2 intersects with the radial cable 3 as the center and the original length of the radial cable 3 as the radius, such as Figure 8 As shown;

[0075] Step S42: Draw a straight auxiliary line vertically upward from the second node of the radial cable 3 and the annular cable 4, and offset the straight auxiliary line horizontally to the right by a distance △X, referring to Figures 9 and 10 ; Wherein, the distance △X = half of the difference between the initial design plane diameter of the annular cable 4 and the original plane diameter.

[0076] Step S43: Of the two intersection points of the horizontally offset straight auxiliary line and the circle, the intersection point located at the bottom is the point where the traction elevation is located. The vertical distance between the point where the traction elevation is located and the second node in the initial design state is the traction height. The point where the traction elevation is located can simultaneously meet the requirements of shortening the original lengths of the radial cable 3 and the annular cable 4. Fig.10 .

[0077] Step S5: tension and anchor the lower end of the vertical construction cable 5. At this time, the cable force is adjusted by the adjusting device 15 connected to the vertical construction cable 5, and the hoop cable 4 is adjusted and controlled at the designed elevation. Fig.11 .

[0078] In step S5, the vertical construction cable 5 may be anchored by a heavy weight, anchored to a grandstand beam, anchored to an anchor pile 16, or the like. For example, when the second node of the radial cable 3 and the annular cable 4 is located on the inner side of the grandstand 14 below, an anchoring method of a heavy weight and anchored to a grandstand beam is adopted; when the second node of the radial cable 3 and the annular cable 4 is located on the outer side of the grandstand 14 below, an anchoring method of an anchor pile 16 is adopted.

[0079] Step S6: Assemble the upper steel structure 1 on the ground, and hoist the assembled upper steel structure 1 to a high altitude, and connect it with the radial cables 3 and the annular cables 4.

[0080] In step S6, in order to ensure that the outermost compression ring beam 2 is deformed symmetrically and evenly, the upper steel structure 1 is installed in a symmetrical ring-shaped sequence on both sides of the circle, see Figure 12 to Figure 13 , symmetrically installed in the counterclockwise direction indicated by the arrow. The two radial steel beams 6, cantilever beams 7, radial steel beam struts 13, outer struts 11 and inner struts 12 at the cantilever end in the same vertical plane are called a structural installation group 19. Each time a structural installation group 19 is hoisted, the structural installation group 19 is fixedly connected to the upper steel structure 1 previously connected to the radial cables 3 and the annular cables 4 through the annular beam assembly to ensure the stability of the structural installation group 19. Among them, the annular beam assembly includes a central pressure ring beam 8, annular connecting beams 9 and an innermost ring beam 10. After each structural installation group 19 is installed, if no measures are taken, the internal force of the vertical construction cable 5 will be reduced due to the deadweight of the structural installation group 19, resulting in a shortening of the length of the vertical construction cable 5, which will cause the elevation of the node of the radial cable 3 and the annular cable 4 connected to the structural installation group 19 to be reduced by an amount of shortening due to the reduction of the internal force, thereby causing the elevation of the node of the radial cable 3 and the annular cable 4 connected to the structural installation group 19 to be lower than the design elevation. Therefore, each time a structural installation group 19 is installed, the vertical construction cable 5 is relaxed by the adjusting device 15, and the length of the vertical construction cable 5 will be extended. The extension of the vertical construction cable 5 by the relaxing of the adjusting device 15 is equal to the shortening of the vertical construction cable 5 caused by the deadweight of each structural installation group 19, so that it can be reset to the design elevation after each group of structural installation groups 19 is installed. See the construction status. Fig.14 .

[0081] Step S7: After the entire upper steel structure 1 is installed, the vertical construction cables 5 are removed to complete the construction of the spoke-type cable-supported grid roof. The completed spoke-type cable-supported grid roof structure is shown in FIG. Fig.15 .

[0082] Compared with the prior art, the spoke-type cable-supported grid roof support-free construction method provided in this embodiment has the following beneficial effects:

[0083] 1. By connecting the vertical construction cables to the second nodes of the radial cables and the annular cables, the cable net system formed by the radial cables and the annular cables is first tensioned and formed using the vertical construction cables, and then the upper steel structure is installed. The entire construction process does not require the setting of any temporary construction support cradles, which can effectively reduce construction costs and avoid the disadvantages of interlacing operations between temporary construction support cradles and concrete structures.

[0084] 2. By controlling the second node elevation of the radial cable and the annular cable, first pull the second node elevation to the traction elevation through the traction device, and then pull the second node elevation down to the design elevation through the vertical construction cable, the internal force of the radial cable and the annular cable can reach the initial design value. Because the radial cable and the annular cable are fixed-length cables, as long as the design elevation is reached, the internal force of the radial cable and the annular cable can reach the initial design internal force. At this time, the upper steel structure is installed. After each installation of a structural installation group is completed, if no measures are taken, the internal force of the vertical construction cable will be reduced due to the deadweight of the structural installation group, resulting in a shortening of the length of the vertical construction cable, which will reduce the second node elevation by the amount of shortening of the vertical construction cable due to the reduction of the internal force, thereby leading to The elevation of the second node is lower than the design elevation. In the present invention, each time a structural installation group is installed, the vertical construction cable is relaxed by the adjusting device, and the length of the vertical construction cable will be extended. The extension of the vertical construction cable through the relaxation of the adjusting device is equal to the shortening of the vertical construction cable caused by the deadweight of each structural installation group, so that after each group of structural installation groups is installed, it can automatically reset to the design elevation. The biggest advantage of this is that during the installation of the upper steel structure, it can be directly processed according to the shape of the drawing, and the upper steel structure itself does not need to be shaped. The elevation of the annular cable is controlled by the vertical construction cable. During the installation of the upper steel structure, it is always at the design elevation, which can ensure the consistency of the construction and the design form and improve the construction accuracy.

[0085] 3. There are many ways to anchor the vertical construction cables, such as counterweight, anchoring to the stand beam, anchoring to anchor piles, etc. The second nodes of the vertical construction cables can be combined with the radial cables and the annular cables to correspond to the inner and outer sides of the stands to comprehensively determine the anchoring method of the vertical construction cables, improve construction efficiency and reduce construction costs.

[0086] The specific implementation methods described above further illustrate the purpose, technical solutions and beneficial effects of the present application in detail. It should be understood that the above description is only the specific implementation method of the present application and is not intended to limit the scope of protection of the present application. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present application should be included in the scope of protection of the present application.

Claims

1. A method for constructing a spoke-type cable-supported grid roof without a support, characterized in that: The steps include: Step S1: installing the outermost compression ring beam (2); Step S2: laying radial cables (3) and circumferential cables (4) on the ground, and connecting a plurality of radial cables (3) and circumferential cables (4); Step S3: using a traction device to lift the radial cable (3) and the annular cable (4) that have been connected on the ground upward as a whole; and connecting the upper end of the vertical construction cable (5) to the annular cable (4); Step S4: Continue to pull the radial cable (3) and the annular cable (4) upwards by means of the pulling device until the annular cable (4) reaches the pulling elevation, and connect the radial cable (3) to the outermost compression ring beam (2); Step S5: tensioning and anchoring the lower end of the vertical construction cable (5), adjusting the cable force of the vertical construction cable (5) by means of the adjusting device (15), and adjusting and controlling the hoop cable (4) to the designed elevation; Step S6: hoisting the assembled upper steel structure (1) to a high altitude and connecting it to the radial cables (3) and the annular cables (4); Step S7: After all the upper steel structures (1) are installed, the vertical construction cables (5) are removed to complete the construction of the spoke-type cable-supported grid roof; The step S4 further comprises the following steps: Step S40: calculating the original lengths of the radial cable (3) and the annular cable (4); Step S41: In the initial design state, a circle is drawn with the first node where the outermost compression ring beam (2) and the radial cable (3) intersect as the center and the original length of the radial cable (3) as the radius; Step S42: draw a straight auxiliary line vertically upwards from the second nodes of the radial cable (3) and the annular cable (4), and offset the straight auxiliary line horizontally to the right by a distance △X; wherein the distance △X=half of the difference between the plane diameter of the annular cable (4) in the initial design state and the original plane diameter; Step S43: Of the two intersection points of the horizontally offset straight auxiliary line and the circle, the lower intersection point is the point where the traction elevation is located; The radial cable (3) and the annular cable (4) are designed as fixed-length cables; the plane diameter of the annular cable (4) in the initial design state is known; The original plane diameter R of the annular cable (4) is calculated according to the following formula: L0=πR L0=E×A×L / (EA+F); In the above formula, L0 is the original length of the fixed length cable, mm; R is the original plane diameter of the annular cable, mm; F ​​is the axial force of the fixed length cable, N; L is the length of the fixed length cable in the initial design state, mm; E is the elastic modulus of the fixed length cable, N / mm 2 ; A is the cross-sectional area of ​​the fixed length cable, mm 2 ; The axial force of the hoop cable (4) is estimated by the following formula: N3=N1 / 2×cos d / sin c; cos d= In the above formula, N3 is the axial force of the annular cable, N1 is the axial force of the radial cable, N; d is the angle between the radial cable and the horizontal line, °; c is the angle between the annular cable and the vertical direction of the radial cable, °; L4 is the horizontal distance of the annular cable relative to the outermost compression ring beam, mm; H1 is the height difference between the second node of the radial cable and the annular cable and the outermost compression ring beam, mm; The second node is a connection point between the second end of the radial cable (3), the first end of the outer support rod (11), the first end of the inner support rod (12) of the cantilever end, and the annular cable (4).

2. The method for constructing a spoke-type cable-supported grid roof without a support according to claim 1, characterized in that: In step S6, the upper steel structure (1) is installed symmetrically in a clockwise or counterclockwise direction.

3. The bracket-free construction method of the spoke-type cable-supported grid roof according to claim 2 is characterized in that: In step S6, two radial steel beams (6), cantilever beams (7), radial steel beam struts (13), outer struts (11), and inner struts (12) at the cantilever ends, which are located in the same vertical plane, are used as a structural installation group (19). One structural installation group (19) is hoisted each time, and the structural installation group (19) is fixedly connected to the upper steel structure (1) previously connected to the radial cables (3) and the annular cables (4) via the annular beam assembly.

4. The method for constructing a spoke-type cable-supported grid roof without a support frame according to claim 1, characterized in that: In step S3, each radial cable (3) is connected to the outermost compression ring beam (2) via a traction cable (17) of a traction device; all traction devices work simultaneously to lift the radial cables (3) and the annular cables (4) that have been connected on the ground upward as a whole.

5. The method for constructing a spoke-type cable-supported grid roof without a support frame according to claim 4 is characterized in that: In step S3, the upper end of the vertical construction cable (5) is connected to the node position of the radial cable (3) and the annular cable (4).

6. The method for constructing a spoke-type cable-supported grid roof without a support frame according to claim 5, characterized in that: In step S3, when the hoop cable (4) is lifted from the ground to a height of 1 m, the vertical construction cable (5) is connected.

7. The method for constructing a spoke-type cable-supported grid roof without a support frame according to claim 1, characterized in that: In step S5, the vertical construction cable (5) is anchored by at least one of a weight counterweight, anchoring to a viewing platform beam, and anchoring to an anchor pile (16).

8. The method for constructing a spoke-type cable-supported grid roof without a support frame according to claim 7, characterized in that: When the node of the radial cable (3) and the annular cable (4) is located directly below the inner side of the stand (14), a heavy object or an anchoring method to the stand beam is adopted; When the node of the radial cable (3) and the annular cable (4) is located directly below the outside of the stand (14), an anchor pile (16) is used for anchoring.

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