Construction method of super-span double-side unequal-height steel truss roof

Abstract

The application discloses a construction method of a super-large-span double-side unequal-height steel truss roof, adopts a light-weight support jig frame, forms an in-situ rapid assembly process of a steel truss with two ends in an unequal-height state, and can effectively guarantee construction safety and construction efficiency. The construction method of the super-large-span double-side unequal-height steel truss roof of the application combines computer-controlled hydraulic synchronous lifting technology and grading unloading and landing control technology, and simultaneously combines structure response monitoring in the whole construction process, forms a super-large-span double-side unequal-height steel truss fine two-control construction technology facing safety-precision-efficiency, and solves the problems of long construction period and high cost caused by the traditional high-altitude bulk method of a large-span steel truss roof needing to set up full-dress scaffolding.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building construction, in particular to a construction method of a super-large-span double-side unequal-height steel truss roof. BACKGROUND

[0002] In recent years, with the development of individualization and diversification of building structures, large-span steel trusses are widely used in various conference venues, exhibition centers and transportation hubs due to their stable structure, light weight, fast construction speed, green environmental protection and other advantages, and are continuously developing towards super-large span.

[0003] In these buildings, in order to create a large space without columns, a large-span steel truss roof is often arranged in the center of the building. The construction of such a steel truss is easily affected by the surrounding structure and the load-bearing capacity of the floor. If high-altitude bulk method is used, a full scaffold is needed to be erected as a supporting structure. Although this technology is mature, it requires a large amount of materials and manpower, and has a long construction period and high cost. If the block installation method is used, the demand for hoisting equipment is large and the dependence is high, and the hoisting equipment is easily constrained by the surrounding structure and the load-bearing capacity of the floor, which is not conducive to the rapid progress of the construction progress.

[0004] In addition, in order to realize the modeling characteristics of buildings, more and more projects use the structure form of super-large-span double-side unequal-height steel truss roof. The unequal-height characteristics of such trusses easily cause low assembly precision on the construction site, and the stability of the truss lifting process needs special attention. SUMMARY

[0005] In order to overcome the defects of the prior art, a construction method of a super-large-span double-side unequal-height steel truss roof is provided to solve the problem that the traditional high-altitude bulk method for large-span steel truss roof needs to erect a full scaffold, which has a long construction period and high cost.

[0006] In order to achieve the above-mentioned purpose, a construction method of a super-large-span double-side unequal-height steel truss roof is provided, comprising the following steps:

[0007] a. dividing the steel truss roof into multiple lifting units, the lifting unit comprising multiple unit trusses and a connecting rod connected between adjacent two unit trusses;

[0008] b. assembling the lifting unit by supporting the jig at the construction site, so that the lifting unit is erected at the construction site at a preset inclination angle;

[0009] c. installing a temporary reinforcing rod between the multiple unit trusses of the lifting unit;

[0010] d. obtaining an actual three-dimensional model of the reinforced lifting unit for virtual pre-assembly;

[0011] e. grading loading test lifting the lifting unit by the roof lifting device;

[0012] f. lifting the lifting unit to the design elevation by the roof lifting device, then performing the rod embedding and fixing the lifting unit on the main structure;

[0013] g. repeating steps b-f to sequentially complete the installation of other lifting units, and installing roof purlins between adjacent lifting units to form a super-span double-sided unequal-height steel truss roof.

[0014] Further, the support cradle comprises:

[0015] Two bases, opposite sides of the base are respectively formed with a plug connector;

[0016] A height-adjustable height control rod for supporting the bottom chord of the unit truss, and the opposite ends of the base are respectively detachably connected with a height control rod;

[0017] A vertical pipe is detachably sleeved on the plug connector, and a support rod for supporting the top chord of the unit truss is adjustably installed between the vertical pipes on the plug connector.

[0018] Further, the vertical pipe is provided with a plurality of perforations, and the end of the support rod is detachably inserted into a perforation.

[0019] Further, the height control rod comprises:

[0020] An outer sleeve vertically arranged on the base, the outer sleeve is provided with a plurality of lock holes arranged in the vertical direction;

[0021] A core rod movably inserted into the outer sleeve;

[0022] A plug rod inserted into the lock hole, the plug rod is supported on the core rod.

[0023] Further, the step of assembling the lifting unit by the support cradle at the construction site comprises:

[0024] Based on the preset inclination angle of the lifting unit, the height of the height control rod on the two bases is adjusted, so that the top surface of the height control rod forms an inclined support surface, and the inclination angle of the inclined support surface is adapted to the preset inclination angle;

[0025] Based on the elevation of the top chord, the position of the support rod is adjusted;

[0026] The bottom chord is arranged on the four height control rods;

[0027] The connecting web is welded on the bottom chord;

[0028] resting the upper chord on two support poles and welding the upper chord to the upper ends of the web members;

[0029] welding diagonal bracing between the upper chord and the lower chord to form the unit truss;

[0030] connecting the tie rods between multiple unit trusses to form the lifting unit.

[0031] Further, the base comprises two frame strips arranged in the same direction, opposite ends of the frame strips are oppositely formed with connecting sections, the connecting sections of the two frame strips are hinged together through the hinge shaft, the plug-in connector is formed on the connecting section, and when the base is disassembled, the hinge shaft is lifted to allow the two frame strips to fold together.

[0032] Further, the connecting sections of the two frame strips are arranged in a staggered manner.

[0033] The present application has the beneficial effect that the super-large-span double-side unequal-height steel truss roof construction method of the present application is aimed at the building center super-large-span double-side unequal-height steel truss roof, and considers the steel structure transportation, on-site assembly, rapid lifting and precise forming, forming a super-large-span double-side unequal-height steel truss overall lifting and roof construction method, which can realize efficient, safe and precise lifting of the building center super-large-span steel truss.

[0034] The super-large-span double-side unequal-height steel truss roof construction method of the present application adopts a lightweight support jig frame, forming a rapid in-situ assembly process of the steel truss with unequal elevations at both ends, which can effectively ensure construction safety and construction efficiency. The super-large-span double-side unequal-height steel truss roof construction method of the present application combines computer-controlled hydraulic synchronous lifting technology and staged unloading landing control technology, and simultaneously combines structure response monitoring in the whole construction process, forming a super-large-span double-side unequal-height steel truss fine double-control construction technology facing "safety-precision-efficiency". BRIEF DESCRIPTION OF DRAWINGS

[0035] Other features, objects and advantages of the present application will become more apparent from the following detailed description of non-limiting embodiments made with reference to the accompanying drawings:

[0036] Figure 1 and Figure 2 The figure is a schematic view of the super-large-span double-side unequal-height steel truss roof construction method of the embodiment of the present application.

[0037] Figure 3 The figure is a schematic view of the assembly of the unit truss of the embodiment of the present application.

[0038] Figure 4 The figure is a structural schematic view of the first reinforcing mode of the lifting unit of the embodiment of the present application.

[0039] Figure 5 Structure diagram of a second reinforcing mode of the lifting unit of the embodiment of the application.

[0040] Figure 6 Structure diagram of a third reinforcing mode of the lifting unit of the embodiment of the application.

[0041] Figure 7 Structure diagram of the support cradle of the embodiment of the application.

[0042] Figure 8 Structure diagram of the folding state of the base of the support cradle of the embodiment of the application. DETAILED DESCRIPTION

[0043] The application will be described in further detail below with reference to the drawings and embodiments. It can be understood that the specific embodiments described herein are only used to explain the related application, and are not a limitation on the application. In addition, it should be noted that only the parts related to the application are shown in the drawings for ease of description.

[0044] It should be noted that the embodiments in the present application and the features in the embodiments can be combined with each other without conflict. The present application will be described in detail below with reference to the drawings and embodiments.

[0045] Reference Figures 1 to 8 As shown in the figure, the application provides a construction method of a super-span double-side unequal-height steel truss roof, comprising the following steps:

[0046] a. Dividing the steel truss roof into multiple lifting units 1, wherein the lifting unit 1 comprises multiple unit trusses 11 and connecting rods 12 connected between adjacent two unit trusses 11.

[0047] b. Assembling the lifting unit 1 through the support cradle at the construction site, so that the lifting unit 1 is erected at the construction site at a preset inclination angle.

[0048] When assembling the unit truss, the unit truss is assembled in the order of lower chord, straight web, upper chord and diagonal web. After the rod is delivered, the acceptance work is performed, and the length and size are controlled. At the same time, a mark is made at the center line of the chord, and the center lines of the assembled chords are aligned to ensure the linearity during assembly. Before the installation of the diagonal web, the levelness of the chord and the spatial coordinate positioning are reviewed, and a positioning plate is arranged between the web and the chord to ensure the accurate installation of the web.

[0049] c. Installing the temporary reinforcing rod 3 between the multiple unit trusses 11 of the lifting unit 1.

[0050] d. Obtaining the actual three-dimensional model of the reinforced lifting unit 1 to perform virtual pre-assembly. d. Obtaining the actual three-dimensional model of the reinforced lifting unit 1 to perform virtual pre-assembly.

[0051] Virtual pre-assembly of the lifting unit is performed using a three-dimensional laser scanner, the scanned model is compared with the original design spatial coordinates to generate an analysis report, and the assembly precision is controlled according to the analysis report.

[0052] e. The lifting unit 1 is tested by the roof lifting device 4 in a step-by-step loading manner.

[0053] Before the step-by-step loading, the lifting device installation and debugging are also included.

[0054] e01. A lifting beam is arranged at the lower chord of the end of the lifting unit.

[0055] e02. The lifting equipment is installed, including the installation of steel strands, the installation of lifting oil cylinders, the installation of hydraulic pump stations, and the installation of computer control systems.

[0056] e03. The lifting device is debugged, including the debugging of hydraulic pump stations, the debugging of lifting oil cylinders, and the debugging of computer control systems, to ensure that the lifting device can operate normally.

[0057] e04. To ensure the smooth implementation of the lifting project, before the lifting equipment is formally put into use, the hydraulic oil cylinder is subjected to no-load test, load test and emergency test to confirm the normal function of the equipment, and the computer control system, the lifting unit and the emergency measures are also subjected to corresponding inspection.

[0058] Specifically, the step of testing the lifting unit in a step-by-step loading manner further includes the following steps:

[0059] Step e11. The connection between the main structure and the support jig frame and other structures is released.

[0060] Step e12. The step-by-step loading is performed in proportions of 20%, 40%, 60%, 70%, 80%, 90%, 95% and 100% until the structure is completely lifted off the ground; each loading needs to be performed in a step-by-step manner as required to make the oil cylinder reach the specified force, and the conditions of each observation point are observed and measured; during the entire loading process, attention should be paid to the inspection of the lifting support structure, the lifting structure, the lifting beam and the ground anchor anchoring, and the structure deformation.

[0061] Step e13. After the steel truss is lifted off the ground, it is suspended in the air for 24 hours, and during the suspension period, personnel are regularly organized to observe the structure.

[0062] Step e14. The test lifting measurement data are submitted to the on-site construction design group, and the differences between the measured data and the theoretical data are compared; if there is data deviation, the relevant parties should carefully analyze and determine the current working state to make the next operation decision.

[0063] f. After the lifting unit 1 is lifted to the design elevation by the roof lifting device 4, the rod members are embedded and repaired, and the lifting unit 1 is fixed and installed on the main structure.

[0064] Specifically, step f comprises:

[0065] Step f1: Check the oil cylinder. Confirm that the upper anchor, lower anchor and anchor plate of the oil cylinder are intact, reset well; the oil cylinder is installed correctly; the steel strand is installed correctly.

[0066] Step f2: Check the hydraulic pump station. Including the correct and reliable connection of the oil pipe between the pump station and the oil cylinder, the oil tank liquid level reaches the specified height.

[0067] Step f3: Check the computer control system.

[0068] Step f4: Check the lifting unit. Ensure that the main body structure quality and appearance meet the design requirements; all loads unrelated to the lifting structure have been removed from the main body structure; there are no obstacles or suspensions in the space to be passed through by the lifting.

[0069] Step f5: Use position synchronization control strategy to lift the lifting unit. Specifically, in the software design of the computer control system, the position synchronization control strategy is adopted between different lifting points, and the synchronization error is controlled within ±5mm. The position of the steel structure is measured during the lifting process to ensure the synchronization of the position of the lifting structure.

[0070] Step f6: Adjust each point of the lifting unit until the structure is lifted to the designed position.

[0071] g, repeat steps b-f to complete the installation of other lifting units 1 in turn, and install roof purlins between adjacent lifting units 1 to form a super-large span double-sided unequal-height steel truss roof.

[0072] Referring to Figure 2 In some embodiments, the support jig 2 comprises a base, a height control rod and a support rod. The number of bases is two. The two bases are oppositely arranged. Each base is provided with a height-adjustable height control rod at opposite ends. The support rod is erected above the base through the inclined strut. The height control rod is used to support the lower chord of the unit truss. The support rod is used to support the upper chord of the unit truss.

[0073] In this embodiment, the lower chord is assembled first, then the web member is installed, then the upper chord is installed, and finally the inclined strut is installed. The inclined strut is installed last, which can offset part of the installation error through the setting of the lug plate.

[0074] Referring to Figure 1 and Figure 8 In some embodiments, the support jig comprises two bases 21, height control rods 22, vertical pipes 23 and support rods 24.

[0075] The two bases 21 are oppositely arranged. The opposite sides of the base 21 are respectively formed with a plug 213. The opposite ends of the base 21 are respectively detachably connected with a height control rod 22. The height control rod 22 is used for supporting the lower chord 111 of the unit truss 11. The height control rod 22 is height-adjustable.

[0076] The vertical pipe 23 is detachably sleeved on the plug. The supporting rods 24 are adjustably installed between the vertical pipes 23 on the plug. The supporting rods 24 are used for supporting the upper chord 112 of the unit truss 11.

[0077] In the embodiment, the support jig is designed in an assembled manner, and each pipe and rod component is replaced. The height control rods are provided in different heights for installing the lower chord.

[0078] As a preferred embodiment, the vertical pipe 23 is provided with a plurality of perforations. The end of the supporting rod 24 is detachably inserted into a perforation.

[0079] In the embodiment, the height control rod 22 includes an outer sleeve, a core rod, and a plug rod.

[0080] Specifically, the outer sleeve is vertically arranged on the base 21. The outer sleeve is provided with a plurality of lock holes arranged in the vertical direction. The core rod is movably inserted into the outer sleeve. The plug rod is inserted into the lock hole. The plug rod is supported on the core rod.

[0081] As a preferred embodiment, the base 21 includes two frame strips 211 arranged in the same direction. The opposite ends of the frame strip 211 are oppositely formed with a connecting section 212. The connecting sections 212 of the two frame strips 211 are hinged together through a hinge shaft. The plug is formed on the connecting section 212. When the base is disassembled, by setting a lifting point at the hinge shaft, the middle part of the base is lifted to quickly fold and bundle the base of the support jig together, thereby achieving quick storage.

[0082] As a preferred embodiment, the connecting sections 212 of the two frame strips 211 are arranged in a staggered manner.

[0083] The step of assembling the support jig to lift the unit 1 at the construction site in step b includes:

[0084] b1 Based on the preset inclination angle of the lifting unit 1, the height of the height control rod 22 on the two bases 21 is adjusted, so that the top surfaces of the four height control rods 22 form an inclined supporting surface. The inclination angle of the inclined supporting surface is adapted to the preset inclination angle.

[0085] b2, based on the elevation of the upper chord 112, the position of the supporting rod 24 is adjusted.

[0086] b3, the lower chord 111 is arranged on the four height control rods 22.

[0087] b4, welding the connecting web 113 and the diagonal brace 114 on the lower chord 111.

[0088] b5, placing the upper chord 112 on the two support rods 24 and welding the upper chord 112 to the upper ends of the web and diagonal brace to form the unit truss 11.

[0089] b6, connecting the connecting rods 12 between the multiple unit trusses 11 to form the lifting unit 1.

[0090] In this embodiment, the support cradle is a lightweight support cradle with adjustable support height. The number of cradles is determined according to the position of the lifting unit and the size of the site, and the cradles are installed according to the position. When installing, the base of the support cradle is unfolded and fixed to the ground, then according to the principle of "from the whole to the local, first control and then construction", the spatial position of each support point on the upper and lower chords of the unit truss is projected horizontally onto the ground, and its spatial three-dimensional coordinates are converted to the ground in the Z-axis direction. According to this, the support cradle position is positioned.

[0091] According to the elevation design of the truss, the length of the high control rod at different positions is determined, and the corresponding length of the high control rod is selected for installation to realize the unequal height state of the spatial lower chord of the truss; and the truss upper chord placement cross rod is placed on the corresponding elevation truss upper chord placement support rod to realize the corresponding elevation of the truss upper chord.

[0092] To ensure the integrity of different lifting units, the super-long span double unequal height steel truss roof construction method of the present application forms a lifting unit when the unit truss is spliced. Based on the temporary reinforcement measures of inter-truss reinforcement truss and directional reinforcement members. Specifically, the reinforcement measures include:

[0093] Abdominal rods are arranged between adjacent single truss trusses to form reinforced trusses; such as Figure 4 and Figure 6 In the area near the lifting end of the lifting unit, round pipes are used to connect and reinforce the lower chords of adjacent single truss trusses; such as Figure 5 In the middle of the lifting unit, the reinforcing truss is connected to the large-span truss as a whole along the vertical lifting unit stress direction. At the same time, such as Figure 1 In the truss support area, the lifting structure above the support is reinforced and supported to ensure that the fixed hinge support is not stressed during lifting, and the lifting load is borne by the original structure.

[0094] The super-span double-side unequal-height steel truss roof construction method of the application is aimed at the super-span double-side unequal-height steel truss roof in the building center, and considers the steel structure transportation, on-site assembly, rapid lifting and precise forming, thereby forming a super-span double-side unequal-height steel truss overall lifting and roof construction method, which can realize efficient, safe and precise lifting of the super-span steel truss in the building center.

[0095] The super-span double-side unequal-height steel truss roof construction method of the application adopts a light-weight support jig frame, thereby forming a rapid in-situ assembly process of the steel truss with two ends at different elevations, which can effectively ensure construction safety and efficiency. The super-span double-side unequal-height steel truss roof construction method of the application combines computer-controlled hydraulic synchronous lifting technology and staged unloading and landing control technology, and simultaneously combines structure response monitoring in the whole construction process, thereby forming a super-span double-side unequal-height steel truss fine double-control construction technology facing safety, precision and efficiency.

[0096] The above description is only the preferred embodiment of the application and the explanation of the applied technical principles. It should be understood by those skilled in the art that the application range involved in the application is not limited to the technical solutions formed by the specific combination of the above technical features, and should also cover other technical solutions formed by any combination of the above technical features or equivalent features without departing from the inventive concept. For example, the above features are replaced with the technical features disclosed in the application (but not limited to) having similar functions to form technical solutions.

Claims

1. A construction method for an ultra-large span, double-sided unequal-height steel truss roof, characterized in that, Includes the following steps: a. The steel truss roof is divided into multiple lifting units, each lifting unit comprising multiple unit trusses and connecting rods connecting two adjacent unit trusses; b. The lifting unit is assembled at the construction site using a support frame, so that the lifting unit is erected at the construction site at a preset tilt angle; c. Install temporary reinforcing rods between the multiple unit trusses of the lifting unit; d. Obtain the actual three-dimensional model of the reinforced lifting unit and perform virtual pre-assembly; e. The lifting unit is lifted by a staged loading test using a roof lifting device; f. After lifting the lifting unit to the design elevation using the roof lifting device, insert the rods and fix the lifting unit onto the main structure; g. Repeat steps b to f to install the other lifting units in sequence, and install roof purlins between adjacent lifting units to form a super-large span double-sided unequal height steel truss roof. The support frame includes: two bases, with connectors formed on opposite sides of each base; A height-adjustable control rod for supporting the lower chord of the unit truss, with the control rod detachably connected to the opposite ends of the base; a vertical tube, detachably sleeved on the connector, with a support rod for supporting the upper chord of the unit truss installed in an adjustable position between the vertical tubes on the connector.

2. The construction method for a super-large span, double-sided unequal-height steel truss roof according to claim 1, characterized in that, The vertical tube has multiple through holes, and the end of the support rod is detachably inserted into one of the through holes.

3. The construction method for a super-large span, double-sided unequal-height steel truss roof according to claim 1, characterized in that, The height control lever includes: An outer tube is vertically mounted on the base, and the outer tube has multiple locking holes arranged in the vertical direction; The core rod is movably inserted into the outer sleeve; A insertion rod is inserted into the lock hole, and the insertion rod is supported by the core rod.

4. The construction method for a super-large span, double-sided unequal-height steel truss roof according to claim 3, characterized in that, The steps of assembling the lifting unit on the construction site using a support frame include: Based on the preset tilt angle of the lifting unit, the height of the height control rods on the two bases is adjusted so that the top surface of the height control rods forms an inclined support surface, and the tilt angle of the inclined support surface is adapted to the preset tilt angle. Adjust the position of the support rod based on the elevation of the upper chord; Lower chords are installed on the four height control rods; Weld the web members to the lower chord; The upper chord is placed on two support rods and welded to the upper end of the web member; Diagonal bracing members are welded between the upper chord and the lower chord to form the unit truss; The connecting rods are connected between the multiple unit trusses to form the lifting unit.

5. The construction method for a super-large span, double-sided unequal-height steel truss roof according to claim 1, characterized in that, The base includes two frame bars arranged in the same direction, with connecting sections formed at opposite ends of the frame bars. The connecting sections of the two frame bars are hinged together by a hinge shaft. The plug is formed in the connecting section. When disassembling the base, the two frame bars are closed and gathered together by lifting the hinge shaft.

6. The construction method for a super-large span, double-sided unequal-height steel truss roof according to claim 5, characterized in that, The connecting segments of the two frame bars are misaligned.

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