Unbraced erection method for single-layer lattice shell structures

Abstract

The application discloses a kind of single-layer reticulated shell structure without support installation method, the reticulated shell structure includes supporting column, ring beam and internal reticulated shell structure;On the basis of temporary jig system and supporting column supporting ring beam, the internal reticulated shell structure of the application adopts block hoisting spiral lap, i.e. using the last hoisting unit as the support structure of the next hoisting unit, realizes the internal reticulated shell structure without support installation, the internal force and deformation of structure in construction completion state are basically consistent with design state, and the installation method is novel, efficient, safe and economical.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building steel structure, in particular to a non-supporting installation method of single-layer net shell structure. BACKGROUND

[0002] Steel structure dome glass skylight is applied more and more in modern buildings due to its unique architectural style. The main structure below the dome is usually complex, and the structure installation technology is also constantly improving and transforming. At present, there are two ways for steel structure dome construction. The first way is to install by erecting full-supporting frame, but this method has the disadvantages of large amount of temporary supporting measures, long installation and disassembly period and low construction efficiency. The second way is to install by lifting, and the design of lifting tool needs to be combined with the characteristics of the structure. If the lower civil structure cannot meet the structure assembly, the lifting installation method will be difficult to implement.

[0003] When installing single-layer net shell structure, the complex and variable height difference will greatly increase the installation difficulty of the structure. Therefore, it is urgent to find a simpler installation method with less temporary supporting measures and higher construction efficiency. SUMMARY

[0004] To solve the above technical problems of the prior art, the present application provides a non-supporting installation method of single-layer net shell structure. The method utilizes the force transmission characteristics of the dome structure, and the internal net shell structure is installed without support. Compared with the traditional full-temporary-support method, the method saves the cost of temporary supporting measures and improves the construction efficiency.

[0005] To achieve the above purpose, the present application adopts the following technical solution: a non-supporting installation method of single-layer net shell structure, the net shell structure comprising supporting columns, ring beams and internal net shell structure; on the basis of the temporary jig frame system and the supporting columns supporting the ring beams, the internal net shell structure is installed by block hoisting and spiral lapping, i.e. using the last hoisting unit as the supporting structure of the next hoisting unit, to realize the non-supporting installation of the internal net shell structure, which comprises the following steps:

[0006] (1) Step one, installing supporting columns and ring beams;

[0007] 1.1, installing supporting columns and ring beam segments at the supporting columns;

[0008] 1.2, erecting a supporting jig frame, and sequentially installing the remaining ring beam segments to the two sides until the installation of the ring beams is completed

[0009] (2) Step two, installing net shell blocks and supplemental rods without temporary support;

[0010] 2.1, ground assembly of net shell blocks;

[0011] 2.2, hoisting the net shell blocks to the designed position;

[0012] 2.3, after the installation of the rod is completed, the hook is loosened in the hoisting state;

[0013] 2.4, the previous net shell sub-block is used as a support structure, and the next net shell sub-block is hoisted in a spiral manner according to steps 2.1-2.3 until all the net shell sub-blocks are installed;

[0014] (3) Step three, the ring beam support jig is unloaded.

[0015] Further, the unloading sequence of the support jig in step three is that the support jig close to the supporting column is unloaded first, and then the support jigs away from the supporting column are unloaded in sequence.

[0016] The present application realizes the support-free installation of the internal net shell structure, the internal force and deformation of the structure in the completed state of construction are basically consistent with the design state, and the installation method is novel, efficient, safe and economical. Compared with the conventional installation method of the dome structure, the present application has the following beneficial effects:

[0017] 1. The present application greatly utilizes the force transmission characteristics of the dome structure, saves the temporary support measures of the internal net shell, greatly saves the installation and removal time and cost of the temporary support measures, and improves the construction efficiency.

[0018] 2. The present application adopts a reasonable unloading sequence, reduces the mutual influence of the support jig and the dome structure in the unloading process, ensures that the support jig will not be unstable and collapse due to stress mutation in the unloading process, and ensures that the stress and displacement of the dome structure in the forming state can approach the design requirements, so as to ensure the safety and stability of the entire construction process. BRIEF DESCRIPTION OF DRAWINGS

[0019] Figure 1 is a three-dimensional schematic diagram of the dome of the embodiment of the present application;

[0020] Figure 2 is a dome segmentation and block diagram of the embodiment of the present application;

[0021] Figure 3 is a dome support jig layout diagram of the embodiment of the present application;

[0022] Figure 4 is a dome construction process diagram of the embodiment of the present application;

[0023] Figure 5 is a dome construction completed state of the embodiment of the present application, and the deformation result diagram calculated by MidasGen software;

[0024] Figure 6 is a dome construction completed state of the embodiment of the present application, and the stress result diagram calculated by MidasGen software. DETAILED DESCRIPTION

[0025] Reference Figures 1 to 6 Further description is made to the specific embodiment of the single-layer net shell structure without support installation method.

[0026] The embodiment of the present application relates to the dome structure of a complex sinking square of a project, which is a three-way grid single-layer net shell, four supporting columns are arranged at the lowest point of the ring beam, and the span is about 36m. The supporting column is an irregular field-shaped section which is bent along the ring beam, the maximum section is B1400X800X80X80, and the material is Q460GJC; the section of the ring beam and the internal net shell rod is a box section, the maximum section of the ring beam is B850X850X90X90, the minimum section is B450X450X20X20, the maximum section of the internal net shell rod is B300X150X30X30, the minimum section is B200X100X10X10, and the material includes Q355B and Q460GJC. The height difference between the highest point and the lowest point is about 14m, and it is difficult to install by using the full scaffold or the temporary support jig frame mode, therefore, the support installation method is used.

[0027] As shown in Figure 1 , the embodiment of the present application comprises a supporting column 1, a ring beam 2 and an internal single-layer net shell 3.

[0028] As shown in Figure 2 , the ring beam 2 is installed in a total of 10 segments in the construction process, and the segment numbers of the ring beam are 20-29 in turn; the internal single-layer net shell 3 is installed in a total of 13 blocks and the supplemental rods between the blocks and the ring beam in the construction process, and the block numbers of the single-layer net shell are 31A, 31B, 32A, 32B, 33A, 33B, 34A, 34B, 35A, 35B, 36A, 36B and 37 in turn.

[0029] As shown in Figure 3 , six support jig frames are arranged for the construction of the ring beam in the construction process of the embodiment of the present application, and the support jig frame numbers are TJ1-TJ6 in turn.

[0030] A single-layer net shell structure without support installation method, characterized in that, as shown in Figure 4 , comprising the following steps:

[0031] (1) Step 1: installing the supporting column 1 and the ring beam 2, and the specific steps are as follows:

[0032] Step 1.1: installing the supporting column 1 and the ring beam segments 20 and 25 at the supporting column;

[0033] Step 1.2: set up support jigs TJ1, TJ2, TJ5 and TJ6, install ring beam segments 21, 29, 24 and 26 to both sides; set up support jigs TJ3 and TJ4, continue to install the remaining ring beam segments 22, 28, 23 and 27 to both sides, and the installation of the ring beam 2 is completed;

[0034] (2) Step 2: install the latticed shell segments 3 and the supplemental rods, and the specific steps are as follows:

[0035] Step 2.1: ground assembly of the latticed shell segments 31A and 31B;

[0036] Step 2.2: hoisting of the latticed shell segments 31A and 31B to the designed position;

[0037] Step 2.3: supplemental rod installation between the segments 31A and 31B and the ring beam in the hoisted state, and then unhooking;

[0038] Step 2.4: full use of the previous latticed shell segment as a support structure, and repeated steps 2.1-2.3 for hoisting the subsequent latticed shell segments in a spiral manner, and the installation sequence of the subsequent latticed shell segments is 32A, 32B→33A, 33B→34A, 34B→35A, 35B→36A, 36B→37, until all the latticed shell segments are installed;

[0039] (3) unloading of the ring beam support jigs, and the specific unloading sequence is TJ1, TJ2→TJ5, TJ6→TJ3, TJ4.

[0040] As Figure 5 、 6 , the maximum vertical displacement of the completed dome construction of the embodiment of the present application is -26.44 mm, the maximum horizontal displacement is 13.32 mm, the displacement deviation can adopt a pre-offset adjustment measure to ensure the final installation precision requirement of the structure construction; the maximum structural stress is -52.87 MPa, and the structural stress in the entire construction process does not exceed the material design strength; the structural displacement and stress in the completed construction state are basically consistent with the design one-time forming state, and meet the requirements of the specification, design and safety.

[0041] The above only describes the preferred embodiments of the present application, and the protection scope of the present application is not limited to the above-mentioned embodiments only, and any technical solution falling within the concept of the present application shall fall within the protection scope of the present application. It should be noted that, for ordinary technical personnel in the technical field, some improvements and decorations without departing from the principle of the present application shall also be considered as the protection scope of the present application.

Claims

1. A method for unsupported installation of a single-layer reticulated shell structure, characterized in that: The reticulated shell structure includes supporting columns, ring beams, and an internal reticulated shell structure. Based on the temporary frame system and the supporting columns supporting the ring beams, the internal reticulated shell structure adopts a segmented hoisting spiral overlap method, that is, using the previous hoisting unit as the support structure for the next hoisting unit, thus achieving unsupported installation of the internal reticulated shell structure. The specific steps include: (1) Step 1: Install the support columns and ring beams; 1.1 Install the support columns and the ring beam segments at the support columns; 1.

2. Erect a supporting frame and install the remaining ring beam segments sequentially to both sides until the ring beam installation is complete. (2) Step two: Install the mesh shell sections and supplementary poles without temporary support; 2.

1. Ground assembly of the reticulated shell in sections; 2.2 The reticulated shell is hoisted to its designed position in sections; 2.

3. After the auxiliary pole is installed under hoisting conditions, release the hook. 2.

4. Make full use of the previous mesh shell segment as a support structure, and repeat steps 2.1 to 2.3 to spirally hoist the next mesh shell segment until all mesh shell segments are installed; (3) Step 3: Unload the ring beam support frame.

2. The unsupported installation method for a single-layer reticulated shell structure according to claim 1, characterized in that: The unloading sequence of the support frame in step three is as follows: first unload the support frame closest to the support column, and then unload the support frame furthest from the support column in sequence.

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