A special reverse construction method for complex high-rise and large-span steel structures with multi-directional force transmission paths

Abstract

This application discloses a special complex high-rise large-span steel structure reverse construction method with multi-directional force transmission path. The construction method includes the following steps: S1, firstly, install the steel frame structure on both sides; S2, install the second and third floor high arch truss layers; S3, install the support frame on the top of the second and third floor high arch truss layers to support the upper fifth and sixth floor hanging layers; S4, install the seventh and eighth floor truss layers using the high-altitude assembly method; S5, remove the support frame on the top of the second and third floor high arch truss layers, pour the steel truss floor deck of the seventh and eighth floor truss layers, and finally complete the pouring of the remaining floor deck. This scheme realizes the reverse construction of the fifth to eighth floor hanging truss structure system from bottom to top by setting H-shaped steel column single-bar temporary support on the top of the high arch truss layer. The high arch truss itself bears the load of the upper fourth to eighth floor temporary construction process. This method greatly reduces the construction difficulty of the hanging truss layer and reduces the safety hazards in the steel structure installation process.

Description

Technical Field

[0001] This application relates to the technical field of large-span steel structures, and in particular to a reverse construction method for a special complex high-rise large-span steel structure with multi-directional force transmission paths. Background Technology

[0002] Currently, with economic and social development and the continuous improvement of people's living standards, large-span spatial steel structures have been rapidly applied and developed in recent years. Many magnificent and distinctive large-span buildings have become local symbolic buildings. Looking at these large-span structural systems, they generally have complex and diverse node forms, a large number of components, and large cross-sections. This brings great difficulty to the processing, fabrication, and on-site installation. Often, a fully supported frame needs to be erected below during on-site installation, and the suspended truss layer needs to be installed after the truss layer is installed according to the design conditions. The above construction methods not only require a large investment of measures and costs, but also pose challenges to on-site safety and quality management.

[0003] Therefore, those skilled in the art have provided a special reverse construction method for complex high-rise large-span steel structures with multi-directional force transmission paths to solve the problems mentioned in the background art. Summary of the Invention

[0004] To address the problems mentioned in the background art, this application provides a special complex high-rise large-span steel structure reverse construction method with multi-directional force transmission path.

[0005] This application provides a special and complex high-rise, large-span steel structure reverse construction method with multi-directional force transmission paths, which adopts the following technical solution:

[0006] A special inverted construction method for complex high-rise, large-span steel structures with multi-directional force transmission paths, comprising the following steps:

[0007] S1. First, install the steel frame structure on both sides;

[0008] S2. Install two- or three-story high arched truss layers;

[0009] S3. Install a support frame at the top of the second and third floor high arch truss layer to support the upper fifth and sixth floor hanging layer;

[0010] S4. High-altitude assembly method for installing seven- or eight-story truss layers;

[0011] S5. Remove the top hanging layer formwork of the second and third floor high arch truss layers, pour the steel truss floor deck of the seventh and eighth floor truss layers, and finally complete the pouring of the remaining floor deck.

[0012] Preferably, step S1 includes:

[0013] S1-1. Install steel columns sequentially from bottom to top;

[0014] S1-2. Install steel beams between the steel columns from bottom to top.

[0015] Preferably, step S2 includes:

[0016] S2-1. Install two diagonal braces connected to the steel column to form a triangular frame;

[0017] S2-2, Install the horizontal bar at the diagonal brace connection position;

[0018] S2-3. After the adjacent triangular diagonal braces are installed, promptly install the steel beam between the two adjacent triangular diagonal braces to form a whole;

[0019] S2-4. Then continue to install the upper triangular tie rods upwards. After the installation is completed in the arched areas on both sides, install the steel beam connecting the middle to form a whole and complete the installation of the arched truss.

[0020] Preferably, step S3 includes:

[0021] S3-1. The installation of the hanging layer begins from the bottom up, and the hanging column of the hanging layer is connected to the lower chord of the truss by a pin.

[0022] S3-2. Before hoisting, install the pin shaft and the lower chord of the truss. Then, during hoisting, connect the lower chord pin shaft bracket to the hoisting column.

[0023] Preferably, step S4 includes:

[0024] S4-1. Install the first section of the lower chord of the truss;

[0025] S4-2, Install the connecting steel beams between the chord members;

[0026] S4-3. Install the steel beam connecting the next section of the chord to the truss;

[0027] S4-4. Connect the last section of the chord and close the lower chord.

[0028] S4-5, Install the steel structure connecting the perimeter of the seven-layer chord;

[0029] S4-6. Install the first diagonal web member between the lower chord and the middle chord;

[0030] S4-7. Install the first straight web member between the lower chord and the middle chord;

[0031] S4-8. Install the first section of the intermediate chord and the connecting steel beam;

[0032] S4-9. Install the second layer of chords and connecting steel beams from both sides toward the middle;

[0033] S4-10. Install the web members, chord members and connecting steel beams of the top truss layer to complete the truss layer installation.

[0034] Preferably, the two diagonal rods are pre-welded to the ground to form a herringbone unit component.

[0035] Preferably, the supporting frame is a four-story, large-span, column-free space, which is equipped with H-shaped steel column single-pole temporary supports.

[0036] Preferably, the construction steps for the temporary support of the single H-shaped steel column include:

[0037] S1. Determine the installation spacing of individual H-shaped steel columns;

[0038] S2. Install the H-shaped steel column single poles sequentially between the steel beam at the top of the arch truss and the hanging column at the bottom of the fifth and sixth floor hanging layers.

[0039] In summary, this application includes the following beneficial technical effects:

[0040] This special and complex high-rise large-span steel structure reverse construction method with multi-directional force transmission path consists of two giant frames, seven- or eight-story large-span trusses, five- or six-story suspended structures, two- or three-story high arch trusses, and four-story temporary single-pole support structures. By setting H-shaped steel columns as temporary supports at the top of the high arch truss layers, the five- to eight-story suspended truss structure system is constructed from bottom to top in reverse. The high arch trusses themselves bear the load of the upper four to eight-story temporary construction process. This method greatly reduces the construction difficulty of the suspended truss layers and reduces the safety hazards in the steel structure installation process. After the steel structure was installed, the temporary single-column supports of the H-shaped steel columns were removed, allowing the load to be transferred downwards through multiple paths using a "hanging above and supporting below" structural form. This fulfilled the functional requirements of the large-span column-free space of the building, providing optimal space and views for the second-floor atrium and the fourth-floor reading area. At the same time, by transferring the force to the steel frame structure on both sides through multiple paths, compared with the scheme of transferring the force from the upper vertical members of the arch support to the steel frame on both sides through the arch truss, the thrust at the arch foot was reduced by 90%, which greatly reduced the cross-sectional area of ​​the arch truss and the steel frame column members on both sides, greatly ensuring the final implementation of the structural system scheme. Attached Figure Description

[0041] Figure 1 This is a schematic diagram of the overall structural construction model of a special complex high-rise large-span steel structure reverse construction method with multi-directional force transmission path according to an embodiment of this application.

[0042] Figure 2 This is a schematic diagram of the overall structural construction model of a special complex high-rise large-span steel structure reverse construction method with multi-directional force transmission path in an embodiment of this application.

[0043] Explanation of reference numerals in the attached drawings: 1. Steel frame structure on both sides; 2. Second and third floor high arch truss layer; 3. Temporary support for single H-shaped steel columns; 4. Fifth and sixth floor hanging layer; 5. Seventh and eighth floor truss layer. Detailed Implementation

[0044] The following is in conjunction with the appendix Figure 1-2 This application will be described in further detail.

[0045] This application discloses a reverse construction method for a special complex high-rise long-span steel structure with multi-directional force transmission path.

[0046] Example 1:

[0047] Reference Figure 1-2 A special complex high-rise large-span steel structure reverse construction method with multi-directional force transmission path, the construction method includes the following steps:

[0048] S1. First, install the steel frame structure 1 on both sides;

[0049] S2, Install the second and third layer high arch truss layer 2;

[0050] S3. Install a support frame on the top of the second and third floor high arch truss layer 2 to support the upper fifth and sixth floor hanging layer 4;

[0051] S4. High-altitude assembly method for installing seven- or eight-story truss layers 5;

[0052] S5. Remove the top hanging layer frame of the second and third floor high arch truss layer 2, pour the steel truss floor slab of the seventh and eighth floor truss layer 5, and finally complete the pouring of the remaining floor slabs.

[0053] By setting H-shaped steel column single-pole temporary supports 3 on the top of the second and third floor high arch truss layer 2, the fifth to eighth floor suspended structure system can be constructed from bottom to top in reverse. During the construction process of the fifth to eighth floor suspended truss layer, the load is transferred to the second and third floor high arch truss layer 2 through the four-layer single-pole temporary supports. The second and third floor high arch truss layer 2 itself bears the upper load and transfers the thrust to the two giant frame structures at the arch foot.

[0054] Example 2:

[0055] Step S1 includes:

[0056] S1-1. Install steel columns sequentially from bottom to top;

[0057] S1-2. Install steel beams between the steel columns from bottom to top.

[0058] First, the steel frame structures 1 on both sides are installed. The steel columns and beams are hoisted and installed in sections from bottom to top, according to the performance of the lifting equipment, to complete the overall installation of the steel frame structures 1 on both sides. During installation, bases need to be installed on the ground and fixed to maintain the stability of the steel frame structures 1 on both sides.

[0059] In a further embodiment, step S2 includes:

[0060] S2-1. Install two diagonal braces that connect to the steel column. The two diagonal braces are pre-welded to the ground to form a herringbone unit component, thus forming a triangular frame.

[0061] S2-2, Install the horizontal bar at the diagonal brace connection position;

[0062] S2-3. After the adjacent triangular diagonal braces are installed, promptly install the steel beam between the two adjacent triangular diagonal braces to form a whole;

[0063] S2-4. Then continue to install the upper triangular tie rods upwards. After the installation is completed in the arched areas on both sides, install the steel beam connecting the middle to form a whole and complete the installation of the arched truss.

[0064] The second and third-floor high arch truss layer 2 itself bears the load of the temporary construction process of the upper fourth to eighth floors. This method greatly reduces the construction difficulty of the suspended truss layer and reduces the safety hazards in the steel structure installation process.

[0065] In a further embodiment, step S3 includes:

[0066] S3-1. The installation of the hanging layer begins from the bottom up, and the hanging column of the hanging layer is connected to the lower chord of the truss by a pin.

[0067] S3-2. Before hoisting, install the pin shaft and the lower chord of the truss. Then, during hoisting, connect the lower chord pin shaft bracket to the hoisting column.

[0068] By setting H-shaped steel column single-bar temporary supports 3 on the top of the second and third floor high arch truss layer 2, the five-to-eight-story suspended truss structure system can be constructed from bottom to top in reverse.

[0069] In a further embodiment, step S4 includes:

[0070] S4-1. Install the first section of the lower chord of the truss;

[0071] S4-2, Install the connecting steel beams between the chord members;

[0072] S4-3. Install the steel beam connecting the next section of the chord to the truss;

[0073] S4-4. Connect the last section of the chord and close the lower chord.

[0074] S4-5, Install the steel structure connecting the perimeter of the seven-layer chord;

[0075] S4-6. Install the first diagonal web member between the lower chord and the middle chord;

[0076] S4-7. Install the first straight web member between the lower chord and the middle chord;

[0077] S4-8. Install the first section of the intermediate chord and the connecting steel beam;

[0078] S4-9. Install the second layer of chords and connecting steel beams from both sides toward the middle;

[0079] S4-10. Install the web members, chord members and connecting steel beams of the top truss layer to complete the truss layer installation.

[0080] The seventh and eighth-floor truss layer 5 is installed using a high-altitude assembly method. Hoisting equipment is used to lift the required structural materials, which are then installed sequentially. The installation sequence is as follows: install the first truss lower chord section → install the connecting steel beams between the chords → install the connecting steel beams between the next chord section and the truss → connect the last chord section and close the lower chord → install the connecting steel structure around the seventh-floor chords → install the first diagonal web member between the lower chord and the intermediate chord → install the first straight web member between the lower chord and the intermediate chord → install the first intermediate chord section and connecting steel beam → install the second-floor chords and connecting steel beams from both sides towards the middle → install the web members, chords, and connecting steel beams at the top of the truss.

[0081] In a further embodiment, the supporting frame is a four-story, large-span, column-free space, which is equipped with H-shaped steel column single-pole temporary supports 3;

[0082] The construction steps for H-shaped steel column single-pole temporary support 3 include:

[0083] S1. Determine the installation spacing of individual H-shaped steel columns;

[0084] S2. Install the H-shaped steel column single poles sequentially between the steel beam at the top of the arch truss and the hanging column at the bottom of the fifth and sixth floor hanging layers.

[0085] By setting H-shaped steel column single-bar temporary support 3 on the top of the second and third floor high arch truss layer 2, the fifth to eighth floor suspended truss structure system can be constructed from bottom to top in reverse. The second and third floor high arch truss layer 2 itself bears the load of the upper fourth to eighth floor temporary construction process. This method greatly reduces the construction difficulty of the suspended truss layer and reduces the safety hazards in the steel structure installation process.

[0086] The above are all preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A special complex high-rise large-span steel structure reverse construction method of multi-directional force transmission path, characterized in that: The construction method comprises the following steps: S1, first, install the steel frame structure on both sides; S2, install the second and third high-arch truss layers; S3, install a support jig for supporting the upper fifth and sixth hanging layers on the top of the second and third high-arch truss layers; S4, install the seventh and eighth truss layers by the high-altitude scattered assembly method; S5, remove the jig for the hanging layers on the top of the second and third high-arch truss layers, pour the steel truss floor slab of the seventh and eighth truss layers, and finally complete the pouring of the remaining floor slabs. The step S2 comprises: S2-1, install two inclined rods connected with the steel columns to form a triangular frame; S2-2, install horizontal rods at the connection positions of the inclined rods; S2-3, after the adjacent triangular inclined rods are installed, timely install the steel beams between the two adjacent triangular inclined rods to form a whole; S2-4, then continue to install the upper triangular tie rods, after the installation of the arch-shaped areas on both sides is completed, install the steel beams connected in the middle to form a whole, and complete the installation of the arch-shaped truss; The step S3 comprises: S3-1, start the installation of the hanging layers from the bottom to the top, and adopt pin shaft connection between the hanging column and the lower chord of the truss; S3-2, complete the installation of the pin shaft and the lower chord of the truss before hoisting, and then install the pin shaft bracket of the lower chord of the truss and the hanging column in butt joint during hoisting; The step S4 comprises: S4-1, install the first section of the lower chord of the truss; S4-2, install the connecting steel beams between the chords; S4-3, install the connecting steel beams between the next section of the chord and the truss; S4-4, connect the last section of the chord to close the lower chord; S4-5, install the peripheral connecting steel structure of the seventh chord; S4-6, install the first inclined web between the lower chord and the intermediate chord; S4-7, install the first straight web between the lower chord and the intermediate chord; S4-8, install the first section of the intermediate chord and the connecting steel beam; S4-9, install the second layer of chords and the connecting steel beams from both sides to the middle; S4-10, install the webs, chords and connecting steel beams of the top layer of the truss to complete the installation of the truss layer.

2. The method according to claim 1, wherein the method is characterized in that: The step S1 comprises: S1-1, hoist and install the steel columns in sequence from the bottom to the top; S1-2, install the steel beams between the steel columns from the bottom to the top.

3. The method according to claim 2, wherein the method is characterized in that: The two inclined rods are welded into a herringbone unit component in advance on the ground.

4. The method according to claim 3, wherein the method is characterized in that: The support jig is a four-layer large-span column-free space, which is provided with an H-shaped steel column single rod temporary support.

5. The special complex high-rise long-span steel structure top-down construction method of a multi-directional force transmission path according to claim 4, characterized in that: The construction steps of the H-shaped steel column single rod temporary support comprise: S1, determine the installation interval of the H-shaped steel column single rod; S2, install the H-shaped steel column single rod between the steel beams on the top of the arch-shaped truss and the hanging columns at the bottom of the fifth and sixth hanging layers in sequence.

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