Construction method of large-span bidirectional orthogonal cantilever truss layer

Abstract

The invention belongs to the technical field of building construction, and discloses a large-span bidirectional orthogonal cantilever truss layer construction method, which comprises the following steps of: simulating a stress state in a truss layer building process between large-span buildings through an estimation mechanism, and calculating a supporting point position, a supporting point unloading force and an unloading stroke; truss layers of the temporary supporting assemblies are hoisted layer by layer from the bottom layer to the top layer in a stepped mode according to simulation results, and orderly and stable construction is ensured; after the truss layer is formed, the unloading force and the unloading stroke of supporting points are adjusted point by point and step by step through the grading unloading mechanism, the supporting points are separated, and structural instability caused by sudden unloading is avoided; and after unloading is completed, the temporary supporting assembly and the grading unloading mechanism are dismantled layer by layer, stress changes caused by large-scale unloading are avoided, and the overturning risk is reduced. According to the method, the stress state of the large-span bidirectional orthogonal cantilever truss layer is pre-judged, the arrangement and unloading process of supporting points is optimized, the construction efficiency and the stability of the truss layer are improved, the influence of uneven stress on the structure is reduced, and the construction safety is ensured.

Description

Technical Field

[0001] The invention relates to the technical field of building construction, and in particular to a construction method for a large-span bidirectional orthogonal cantilever truss layer. Background Art

[0002] As an innovative design that combines functionality, structural performance and architectural aesthetics, the long-span bidirectional orthogonal cantilever truss layer can meet the needs of large spaces, achieve a wide column-free area, and improve the flexibility of building use. The long span refers to a span of no less than 30 meters. The bidirectional orthogonal layout can effectively disperse the load, enhance structural stability and anti-deformation ability, and optimize material use and reduce costs.

[0003] However, traditional construction lacks a comprehensive analysis of the overall structural stress and construction process of the large-span bidirectional orthogonal cantilever truss layer, which may lead to uneven stress, local overload or insufficient unloading; and improper temporary support arrangement can easily lead to excessive or insufficient local support force. Traditional lifting methods can also easily lead to local stress concentration, resulting in force differences, uneven structural stress, and affect construction and structural safety; the unloading method of traditional temporary support structures may cause local unloading to be too fast or too slow, and it is difficult to accurately control the unloading needs of different points, causing local overload or insufficient unloading, affecting the stability of the structure after formation. Summary of the invention

[0004] The purpose of the present invention is to provide a large-span bidirectional orthogonal cantilever truss layer construction method, which can predict the stress state of the structure at each stage in advance, optimize the temporary support and lifting procedures, reduce the stress difference of the structure, and the unloading process of each point is accurately controllable to avoid overload or insufficient unloading, thereby ensuring the overall stability of the structure after forming.

[0005] To achieve this object, the present invention adopts the following technical solutions:

[0006] A method for constructing a large-span bidirectional orthogonal cantilever truss layer, wherein the truss layer is constructed between adjacent large-span buildings, the truss layer comprises an inner truss, a frame beam and an outer truss, wherein the method for constructing a large-span bidirectional orthogonal cantilever truss layer comprises the following steps:

[0007] S1: using an estimation mechanism to simulate the stress state and construction process of building the truss layer between adjacent buildings, and estimating the required support point positions of the truss layer, the unloading force of the support point, and the unloading travel range;

[0008] S2: According to the simulation result of the estimation mechanism, a temporary support assembly is constructed, wherein the bottom layer of the temporary support assembly is pre-buried in the stratum, and the bottom layer is constructed upward in sequence to form a stable temporary support framework;

[0009] S3: hoisting the truss layer on the top of the temporary support assembly, the temporary support assembly can support the truss layer, the bottom layer of the truss layer is hoisted from the inside to the outside in the order of the inner truss, the frame beam and the outer truss, after the hoisting of the bottom layer of the truss layer is completed, hoisting the standard layers from the bottom layer upward layer by layer, and each standard layer is hoisted in the order of hoisting the bottom layer of the truss layer;

[0010] S4: A graded unloading mechanism is installed on each of the support points on the top of the temporary support assembly, and the graded unloading mechanism can adjust the unloading force and the unloading stroke of each of the support points step by step according to the simulation result of the estimation mechanism, so as to separate the support points on the top of the temporary support assembly from the bottom layer of the truss layer one by one;

[0011] S5: After the hierarchical unloading mechanism completes the separation of the supporting points and confirms that the truss layer structure is stable, the hierarchical unloading mechanisms are recovered one by one, and the temporary supporting components are dismantled layer by layer from the top layer to the bottom layer.

[0012] Furthermore, the temporary support assembly includes a plurality of embedded parts, a plurality of support columns and a plurality of connecting rods, the plurality of embedded parts are embedded in the stratum corresponding to the support point positions simulated by the estimation mechanism, the plurality of support columns are respectively and successively erected on the corresponding embedded parts in the vertical direction, and the plurality of connecting rods are horizontally arranged between adjacent support columns to form a transverse connecting structure.

[0013] Furthermore, each of the supporting columns includes a plurality of columns, and the plurality of columns are fixedly connected in series in the vertical direction in sequence, the bottom ends of the columns in series are fixedly connected to the embedded parts, and the top ends thereof are detachably connected to the bottom layer of the truss layer.

[0014] Furthermore, welding is used to connect the plurality of columns connected in series and the bottom ends of the columns connected in series and the embedded parts.

[0015] Furthermore, the top ends of the columns connected in series and the bottom end of the truss layer are both provided with relative flanges, and the relative flanges can be detachably connected by bolts.

[0016] Furthermore, connecting ends are fixedly installed between the columns connected in series, and both ends of the plurality of connecting rods are respectively hinged to the connecting ends of the left and right adjacent columns.

[0017] Furthermore, the temporary support assembly also includes a plurality of diagonal braces, each of which is obliquely arranged between the adjacent left and right columns and between the connecting rods at different upper and lower heights, and both ends of the diagonal braces are respectively hinged to the corresponding connecting ends.

[0018] Furthermore, the graded unloading mechanism includes an unloading jacking member, an adjusting drive assembly and a limiting member, and the unloading jacking member and the adjusting drive assembly can be detachably installed on the supporting point position of the top layer of the temporary supporting assembly; the adjusting drive assembly is arranged on the unloading jacking member and its output end is connected to the unloading jacking member to facilitate step-by-step adjustment of the unloading force of the unloading jacking member; the limiting member is installed between the top layer of the temporary supporting assembly and the bottom layer of the truss layer, and is located at the supporting point position, and is used to limit the relative displacement between the temporary supporting assembly and the truss layer.

[0019] Furthermore, the regulating drive assembly includes a driving member, a pressure sensor and a regulating valve; the pressure sensor is installed on the unloading lifting member, and is used to monitor in real time the force condition of the unloading lifting member at the supporting point, and its output end is electrically connected to the driving member; the regulating valve is installed on the unloading lifting member, and its input end is electrically connected to the driving member, and its output end is electrically connected to the unloading lifting member, and the driving member adjusts the output of the regulating valve step by step according to the feedback electrical signal from the pressure sensor, so as to adjust the unloading force and unloading stroke of the unloading lifting member step by step.

[0020] Furthermore, the truss layer also includes a plurality of inclined frame beams, each of which is obliquely arranged between the frame beams at different heights, and both ends of the inclined frame beams are respectively hinged to the ends of the corresponding frame beams.

[0021] Beneficial effects of the present invention:

[0022] The present invention provides a large-span bidirectional orthogonal cantilever truss layer construction method, which simulates the stress state and construction process of building a truss layer between adjacent large-span buildings through an estimation mechanism, estimates the required support point positions of the truss layer, the unloading force of the support points, and the unloading travel range, so that the stress point positions, support layout, and unloading stress conditions of the truss layer can be clearly defined before construction, and possible overload, uneven stress, or unloading out-of-control problems can be predicted in advance. The unloading force and unloading travel range of the support points can be accurately calculated in the simulation, thereby avoiding blind judgment of the stress state of the structure in traditional construction methods; temporary support components can be constructed according to the simulation results of the estimation mechanism, and the estimation mechanism provides a theoretical basis for the construction and unloading of temporary support components. The construction of the temporary support components adopts a step-by-step lifting process from the bottom layer to the top layer, and the truss layer adopts a step-by-step lifting process from the inside to the outside and from the bottom layer to the top layer, thereby ensuring the orderliness and stability of the construction. ; After the truss layer is hoisted and formed, considering that the overall descent and stress conditions of the unloading layer are different, the unloading force and unloading stroke of each support point are also different. The unloading force and unloading stroke of each support point can be adjusted step by step according to the needs of each support point by using the sub-unloading mechanism, and the support points at the top of the temporary support assembly are separated from the bottom layer of the truss layer one by one, making the unloading process smoother and more controllable, avoiding structural instability caused by sudden unloading, ensuring that the truss layer maintains structural balance during the unloading process, and avoiding overloading or insufficient unloading; after each support point is separated, the stability of the truss layer is confirmed, and the graded unloading mechanism is recovered one by one, and the temporary support assemblies are dismantled layer by layer from the top to the bottom, avoiding sudden force changes caused by large-scale unloading, ensuring that the dismantling of each layer of temporary support assemblies is completed under controlled conditions, and reducing the risk of overturning and collapse caused by too fast or unbalanced dismantling. Therefore, the large-span bidirectional orthogonal cantilever truss layer construction method can predict the stress state of the structure at each stage in advance, provide a theoretical basis for the support point position, support point unloading force and unloading formation of the temporary support component, effectively improve the construction efficiency and structural stability, ensure the balance of unloading conditions of each support point, reduce the influence of force differences and uneven unloading on the truss layer forming, thereby greatly improving the overall stability of the truss layer and construction safety. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 It is a top view of a large-span bidirectional orthogonal cantilever truss layer in the present invention;

[0024] Figure 2 It is a side view of the temporary support assembly in the present invention.

[0025] In the figure:

[0026] 100. Architecture;

[0027] 1. Truss layer; 11. Inner truss; 12. Frame beam; 13. Outer truss;

[0028] 2. Temporary support assembly; 21. Embedded parts; 22. Support columns; 23. Connecting rods; 24. Diagonal braces; 25. Connecting ends. DETAILED DESCRIPTION

[0029] The present invention will be further described in detail below in conjunction with the accompanying drawings and embodiments. It is to be understood that the specific embodiments described herein are only used to explain the present invention, rather than to limit the present invention. It should also be noted that, for ease of description, only parts related to the present invention, rather than all structures, are shown in the accompanying drawings.

[0030] In the description of the present invention, unless otherwise clearly specified and limited, the terms "connected", "connected", and "fixed" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium, it can be the internal connection of two elements or the interaction relationship between two elements. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0031] In the present invention, unless otherwise clearly specified and limited, a first feature being "above" or "below" a second feature may include that the first and second features are in direct contact, or may include that the first and second features are not in direct contact but are in contact through another feature between them. Moreover, a first feature being "above", "above" and "above" a second feature includes that the first feature is directly above and obliquely above the second feature, or simply indicates that the first feature is higher in level than the second feature. A first feature being "below", "below" and "below" a second feature includes that the first feature is directly below and obliquely below the second feature, or simply indicates that the first feature is lower in level than the second feature.

[0032] In the description of this embodiment, the terms "upper", "lower", "left", "right" and other directions or positional relationships are based on the directions or positional relationships shown in the drawings, and are only for the convenience of description and simplification of operation, rather than indicating or implying that the device or element referred to must have a specific direction, be constructed and operate in a specific direction, and therefore cannot be understood as limiting the present invention. In addition, the terms "first" and "second" are only used to distinguish in the description and have no special meaning.

[0033] Please refer to Figure 1 to Figure 2 As shown, the present invention provides a large-span bidirectional orthogonal cantilever truss layer construction method, which can predict the stress state of the structure at each stage in advance, optimize the temporary support and lifting procedures, reduce the stress difference of the structure, and the unloading process of each point is accurately controllable, avoiding overload or insufficient unloading of each support point, thereby ensuring the overall stability of the truss layer 1 after forming.

[0034] like Figure 1 As shown, the large-span bidirectional orthogonal cantilever truss layer 1 is an L-shaped structure, the part close to the main body of the building 100 is defined as the inner truss 11, and the part away from the main body of the building 100 is defined as the outer truss 13, wherein the turning point of the L-shaped truss layer 1 includes an inner corner and an outer corner, the inner corner is located on the side close to the main body of the building 100, and the outer corner is located on the side away from the main body of the building 100, and both the inner corner and the outer corner areas are constructed with the bidirectional orthogonal cantilever truss layer 1 to ensure the stability and bearing capacity of the truss layer 1.

[0035] The truss layer 1 is constructed between adjacent large-span buildings 100. The truss layer 1 includes an inner truss 11, a frame beam 12, and an outer truss 13. The construction method of the large-span bidirectional orthogonal cantilever truss layer includes the following steps:

[0036] S1: using an estimation mechanism to simulate the stress state and construction process of building a truss layer 1 between adjacent buildings 100, and estimating the required support point positions, unloading forces and unloading travel range of the support points of the truss layer 1;

[0037] S2: According to the simulation results of the estimation mechanism, a temporary support assembly 2 is constructed, the bottom layer of the temporary support assembly 2 is pre-buried in the stratum, and the bottom layer is constructed upward in sequence to form a temporary support frame;

[0038] S3: hoist the truss layer 1 on the top of the temporary support assembly 2. The temporary support assembly 2 can support the truss layer 1. The bottom layer of the truss layer 1 is hoisted from the inside to the outside in the order of the inner truss 11, the frame beam 12 and the outer truss 13. After the hoisting of the bottom layer of the truss layer 1 is completed, the standard layers are hoisted from the bottom layer upwards layer by layer. Each standard layer is hoisted in the order of the hoisting of the bottom layer of the truss layer 1.

[0039] S4: A graded unloading mechanism is installed on each supporting point on the top of the temporary supporting assembly 2. The graded unloading mechanism can adjust the unloading force and unloading stroke of each supporting point step by step according to the simulation results of the estimation mechanism, and separate the supporting points on the top of the temporary supporting assembly 2 from the bottom layer of the truss layer 1 one by one;

[0040] S5: After the hierarchical unloading mechanism completes the separation of the supporting points and confirms that the structure of the truss layer 1 is stable, the hierarchical unloading mechanisms are recovered one by one, and the temporary support assembly 2 is dismantled layer by layer from the top layer to the bottom layer.

[0041] By simulating the stress state and construction process of building the truss layer 1 between adjacent large-span buildings 100 through the estimation mechanism, the required support point position of the truss layer 1, the unloading force of the support point and the unloading travel range are estimated, so that the stress point position, support layout and unloading stress condition of the truss layer 1 can be clearly defined before construction, and possible overload, uneven stress or unloading uncontrolled problems can be predicted in advance. The unloading force and unloading travel range of the support point are accurately calculated in the simulation, avoiding the blind judgment of the stress state of the structure in the traditional construction method; the temporary support component 2 can be built according to the simulation results of the estimation mechanism, and the estimation mechanism provides a theoretical basis for the construction and unloading of the temporary support component 2. The construction of the temporary support component 2 adopts a step-by-step lifting process from the bottom layer to the top layer, and the truss layer 1 adopts a step-by-step lifting process from the inside to the outside and from the bottom layer to the top layer, which ensures the orderliness and stability of the construction; after the truss layer 1 is hoisted and formed, Taking into account that the overall descent and stress conditions of the unloading layer are different, the unloading force and unloading stroke of each support point are also different. The unloading force and unloading stroke of each support point can be adjusted step by step according to the needs of each support point by using the sub-unloading mechanism, and the support points at the top of the temporary support assembly 2 are separated from the bottom layer of the truss layer 1 one by one, making the unloading process smoother and more controllable, avoiding structural instability caused by sudden unloading, ensuring that the truss layer 1 maintains structural balance during the unloading process, and avoiding overloading or insufficient unloading. After each support point is separated, the stability of the truss layer 1 is confirmed, and the graded unloading mechanism is recovered one by one, and the temporary support assembly 2 is dismantled layer by layer from the top layer to the bottom layer, avoiding sudden force changes caused by large-scale unloading, ensuring that the dismantling of each layer of temporary support assembly 2 is completed under controlled conditions, and reducing the risk of overturning and collapse caused by too fast or unbalanced dismantling.

[0042] It is understandable that the estimation mechanism can, but is not limited to, use computer simulation software or mechanical simulation devices, which are not specifically limited here. Exemplarily, the estimation mechanism can use finite element calculation software, which can simulate and calculate the stress conditions of the truss layer 1 according to the overall structural form, including its own load and superimposed load. In addition, the use of finite element calculation software can analyze the entire construction process of the overall structure, realize pre-assembly control, arch control, temperature influence control, welding shrinkage influence control, ground assembly control and high-altitude assembly control, realize comprehensive control and optimization, provide scientific and accurate guidance for the construction of the truss layer 1, and ensure the stability and construction quality of the structure.

[0043] like Figure 2As shown, in order to improve the stability of the temporary support assembly 2, in some embodiments, the temporary support assembly 2 includes a plurality of embedded parts 21, a plurality of support columns 22 and a plurality of connecting rods 23, wherein the plurality of embedded parts 21 are embedded in the stratum corresponding to the support point positions simulated by the estimation mechanism, the plurality of support columns 22 are respectively and sequentially erected on the corresponding embedded parts 21 in the vertical direction, and the plurality of connecting rods 23 are horizontally arranged between adjacent support columns 22 to form a transverse connection structure; wherein, the position of the embedded parts 21 is determined by the support point positions simulated by the estimation mechanism to ensure that each support point is in an ideal position; each support column 22 is erected in the vertical direction and fixedly connected to the embedded part 21, thereby increasing the stability and bearing capacity of the support column 22, and effectively avoiding the tilting or collapse of the support column 22 when bearing load; the plurality of connecting rods 23 are horizontally arranged between adjacent support columns 22 to form a transverse connection structure, thereby increasing the rigidity between the support columns 22, and being able to effectively resist the influence of lateral forces (such as wind or other external forces) on the temporary support assembly 2.

[0044] Specifically, each supporting column 22 includes a plurality of columns, and the plurality of columns are fixedly connected in series in the vertical direction in sequence, the bottom ends of the columns in series are fixedly connected to the embedded parts 21, and the top ends thereof are detachably connected to the bottom layer of the truss layer 1; wherein, by fixingly connecting the plurality of columns in series, the height and quantity of the supporting columns 22 can be flexibly adjusted according to construction needs to adapt to different construction stages or design requirements of the truss layer 1; the top ends of the supporting columns 22 are detachably connected to the bottom layer of the truss layer 1, which means that after the construction of the truss layer 1 is completed, the supporting columns 22 can be easily removed.

[0045] It can be understood that welding is adopted between the multiple columns connected in series and between the bottom ends of the columns connected in series and the embedded parts 21; wherein, the welding connection can provide a strong connection force, effectively reduce the looseness and deviation of the connection parts, and further improve the rigidity and stability of the overall structure.

[0046] Furthermore, the top of the series-connected columns and the bottom layer of the truss layer 1 are provided with relative flanges, and the relative flanges can be detachably connected by bolts; wherein, the relative flanges are connected by bolts, so that the bottom layer of the truss layer 1 and the columns can be quickly and efficiently disassembled and installed, and the disassembly operation is simple and does not affect the stability of the truss layer 1 structure.

[0047] Furthermore, connecting ends 25 are fixedly installed between the series-connected columns, and both ends of a plurality of connecting rods 23 are respectively hinged to the connecting ends 25 of the left and right adjacent columns; wherein, by installing the connecting ends 25 between the left and right adjacent columns and connecting the adjacent columns through the connecting rods 23, the lateral stability of the structure can be significantly improved; the connecting rods 23 are hinged to the columns at both ends, providing lateral support for the structure, reducing lateral shaking that may be caused by external wind force, load and other factors, and preventing the truss layer 1 from tilting or deforming during the force-bearing process.

[0048] In order to further improve the stability of the overall structure of the temporary support assembly 2, in some embodiments, the temporary support assembly 2 also includes a plurality of diagonal braces 24, each of which is obliquely arranged between adjacent left and right columns and between connecting rods 23 at different upper and lower heights, and the two ends of the diagonal braces 24 are respectively hinged to the corresponding connecting ends 25; wherein, the design of the diagonal braces 24 can effectively improve the structure's resistance to lateral loads. In a large-span structure, external wind force, vibration or other dynamic loads may cause lateral displacement of the truss layer 1. The diagonal braces 24 can effectively enhance the lateral stability through the triangular structure formed by the oblique connection to prevent the structure from tilting or deformation.

[0049] In order to realize the step-by-step unloading of each supporting point, in some embodiments, the graded unloading mechanism includes an unloading jacking member, an adjusting drive assembly and a limiting member, and the unloading jacking member and the adjusting drive assembly can be detachably installed at the supporting point position of the top layer of the temporary supporting assembly 2; the adjusting drive assembly is arranged on the unloading jacking member and its output end is connected to the unloading jacking member, so as to adjust the unloading force of the unloading jacking member step by step; the limiting member is installed between the top layer of the temporary supporting assembly 2 and the bottom layer of the truss layer 1, and is located at the supporting point position, and is used to ensure that the relative position of the truss layer 1 and the temporary supporting assembly 2 remains unchanged; wherein, when each supporting point is unloaded step by step, through The unloading jacking parts at each support point are synchronously lifted to the same height, so that the truss layer 1 is separated from the temporary support assembly 2; the limiter provided between the top layer of the temporary support assembly 2 and the bottom layer of the truss layer 1 is taken out, and the limiter is used to limit the displacement of the structure and ensure the safety of construction; the unloading jacking parts are driven by the adjustment drive assembly, and the unloading force of the unloading jacking parts is adjusted according to the stress conditions of each support point, and the lifting stroke is gradually contracted to ensure that the load of each support point is gradually released, and the unloading process is smooth; the jacking parts of all support points are contracted to the designed unloading stroke range, the unloading process is ended, and the truss layer 1 is restored to a stable state without external support. By adjusting the unloading force and unloading stroke of the unloading jacking parts step by step, it is ensured that the force of the truss layer 1 is uniform during the unloading process, and the imbalance or instability of the truss layer 1 structure caused by instantaneous large-scale unloading is avoided; the adjustment drive assembly can accurately control the unloading force, and then accurately control the load release process of each support point of the truss layer 1; the detachable design of the unloading jacking parts and the adjustment drive assembly is convenient for installation and disassembly.

[0050] In order to further ensure the precise control of the graded unloading device, in some embodiments, the regulating drive assembly includes a driving member, a pressure sensor and a regulating valve; the pressure sensor is installed on the unloading jacking member, and is used to monitor the stress condition of the unloading jacking member at the support point in real time, and its output end is electrically connected to the driving member; the regulating valve is installed on the unloading jacking member, and its input end is electrically connected to the driving member, and its output end is electrically connected to the unloading jacking member, and the driving member adjusts the output of the regulating valve step by step according to the feedback electrical signal of the pressure sensor, so as to adjust the unloading force and unloading stroke of the unloading jacking member step by step; wherein the pressure sensor can provide real-time feedback on the stress condition of each support point, so that the driving member can accurately adjust the output force of the unloading jacking member according to the actual stress state; the regulating valve gradually adjusts the output pressure according to the instruction of the driving member, accurately controls the unloading force and lifting stroke of the unloading jacking member, and adjusts the unloading force of the unloading jacking member point by point, so that the truss layer 1 maintains uniform stress during the unloading process, thereby reducing the risk of structural damage caused by local stress concentration.

[0051] It should be noted that the unloading lifting member can be, but is not limited to, a jack, and no specific limitation is made here.

[0052] In order to improve the overall stiffness of the truss layer 1, in some embodiments, the truss layer 1 also includes a plurality of inclined frame beams, each of which is inclinedly arranged between frame beams 12 at different heights, and both ends of the inclined frame beams are respectively hinged to the ends of the corresponding frame beams 12; wherein, by arranging the inclined frame beams between the frame beams 12 at different heights, a spatial grid structure is formed, thereby enhancing the cantilever capacity of the truss layer 1 and the bending and shear resistance of the truss layer 1; and the inclined frame beams disperse and transfer vertical loads and horizontal loads to multiple frame beam 12 nodes, thereby effectively reducing the stress burden of a single beam section.

[0053] Obviously, the above embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the embodiments of the present invention. For those skilled in the art, various obvious changes, readjustments and substitutions can be made without departing from the protection scope of the present invention. It is not necessary and impossible to list all the embodiments here. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the claims of the present invention.

Claims

1. A method for constructing a large-span bidirectional orthogonal cantilever truss layer, wherein the truss layer (1) is constructed between large-span adjacent buildings (100), the truss layer (1) comprising an inner truss (11), a frame beam (12) and an outer truss (13), characterized in that: The large-span bidirectional orthogonal cantilever truss layer construction method comprises the following steps: S1: using an estimation mechanism to simulate the stress state and construction process of building the truss layer (1) between adjacent buildings (100), and estimating the required support point positions of the truss layer (1), the unloading force of the support point, and the unloading travel range; S2: According to the simulation result of the estimation mechanism, a temporary support assembly (2) is constructed, wherein the bottom layer of the temporary support assembly (2) is pre-buried in the stratum, and the bottom layer is constructed upward in sequence to form a stable temporary support framework; S3: hoisting the truss layer (1) on the top of the temporary support assembly (2), the temporary support assembly (2) being able to support the truss layer (1), the bottom layer of the truss layer (1) being hoisted from the inside to the outside in the order of the inner truss (11), the frame beam (12) and the outer truss (13), after the hoisting of the bottom layer of the truss layer (1) is completed, hoisting the standard layers layer by layer from the bottom layer upwards, each standard layer being hoisted in the order of the hoisting of the bottom layer of the truss layer (1); S4: A graded unloading mechanism is installed on each of the support points at the top of the temporary support assembly (2), and the graded unloading mechanism can adjust the unloading force and the unloading stroke of each of the support points step by step according to the simulation results of the estimation mechanism, so as to separate the support points at the top of the temporary support assembly (2) from the bottom layer of the truss layer (1) one by one; S5: After the hierarchical unloading mechanism completes the separation of the supporting points and confirms that the structure of the truss layer (1) is stable, the hierarchical unloading mechanisms are recovered one by one, and the temporary supporting components (2) are dismantled layer by layer from the top layer to the bottom layer.

2. The method for constructing a large-span bidirectional orthogonal cantilever truss layer according to claim 1, characterized in that: The temporary support assembly (2) comprises a plurality of embedded parts (21), a plurality of support columns (22) and a plurality of connecting rods (23); the plurality of embedded parts (21) are embedded in the stratum corresponding to the support point positions simulated by the estimation mechanism; the plurality of support columns (22) are respectively and sequentially erected on the corresponding embedded parts (21) in a vertical direction; and the plurality of connecting rods (23) are horizontally arranged between adjacent support columns (22) to form a transverse connection structure.

3. The method for constructing a large-span bidirectional orthogonal cantilever truss layer according to claim 2, characterized in that: Each of the supporting columns (22) comprises a plurality of columns, and the plurality of columns are fixedly connected in series in a vertical direction in sequence, the bottom ends of the columns in series are fixedly connected to the embedded parts (21), and the top ends thereof are detachably connected to the bottom layer of the truss layer (1).

4. The method for constructing a large-span bidirectional orthogonal cantilever truss layer according to claim 3 is characterized in that: The plurality of columns connected in series and the bottom ends of the columns connected in series and the embedded parts (21) are connected by welding.

5. The method for constructing a large-span bidirectional orthogonal cantilever truss layer according to claim 4, characterized in that: The top ends of the columns connected in series and the bottom end of the truss layer (1) are both provided with opposite flanges, and the opposite flanges can be detachably connected by bolts.

6. The method for constructing a large-span bidirectional orthogonal cantilever truss layer according to claim 5, characterized in that: A connecting end (25) is fixedly installed between the columns connected in series, and two ends of a plurality of connecting rods (23) are respectively hinged to the connecting end (25) of the left and right adjacent columns.

7. The method for constructing a large-span bidirectional orthogonal cantilever truss layer according to claim 6, characterized in that: The temporary support assembly (2) further comprises a plurality of diagonal braces (24), each of the diagonal braces (24) being arranged obliquely between the adjacent uprights on the left and right and between the connecting rods (23) at different upper and lower heights, and the two ends of the diagonal braces (24) being respectively hinged to the corresponding connecting ends (25).

8. The method for constructing a large-span bidirectional orthogonal cantilever truss layer according to claim 1, characterized in that: The graded unloading mechanism comprises an unloading jacking member, an adjusting drive assembly and a limiting member, wherein the unloading jacking member and the adjusting drive assembly can be detachably mounted on the supporting point position of the top layer of the temporary supporting assembly (2); the adjusting drive assembly is arranged on the unloading jacking member and its output end is connected to the unloading jacking member so as to adjust the unloading force of the unloading jacking member step by step; The limiting member is installed between the top layer of the temporary support assembly (2) and the bottom layer of the truss layer (1) and is located at the support point position, and is used to limit the relative displacement between the temporary support assembly (2) and the truss layer (1).

9. The method for constructing a large-span bidirectional orthogonal cantilever truss layer according to claim 8, characterized in that: The regulating drive assembly includes a driving member, a pressure sensor and a regulating valve; the pressure sensor is installed on the unloading lifting member, and is used to monitor the force condition of the unloading lifting member at the supporting point in real time, and its output end is electrically connected to the driving member; the regulating valve is installed on the unloading lifting member, and its input end is electrically connected to the driving member, and its output end is electrically connected to the unloading lifting member, and the driving member adjusts the output of the regulating valve step by step according to the feedback electrical signal from the pressure sensor, so as to adjust the unloading force and unloading stroke of the unloading lifting member step by step.

10. The method for constructing a large-span bidirectional orthogonal cantilever truss layer according to any one of claims 1 to 9, characterized in that: The truss layer (1) further comprises a plurality of inclined frame beams, each of which is inclinedly arranged between the frame beams (12) at different upper and lower heights, and both ends of the inclined frame beams are respectively hinged to the ends of the corresponding frame beams (12).

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