Installation method of inverted chevron-shaped laminated beam reverse jacking arch for super-high heavy-duty high-strength bolt connection

Abstract

This invention relates to a method for installing ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beams with reverse jacking and cambering. The method includes the following steps: Step 1: Calculation of the deflection values ​​of the upper and lower stacked beams; Step 2: Installation of the lower stacked beam; Step 3: Installation of cambering adjustment pads; Step 4: Sequential installation of the upper double stacked beams; Step 5: Connection and fixation of the flange plates of the upper double stacked beams; Step 6: Connection and fixation of the end plates of the upper double stacked beams to the columns; Step 7: Installation of the lifting frame and removal of the cambering adjustment pads; Step 8: Lifting of the lower stacked beam; Step 9: Bolt connection and fixation of the overlapping surfaces of the upper and lower stacked beams; Step 10: Connection and fixation of the end plates of the lower stacked beam. This invention achieves economical, rapid, and efficient installation of ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beams by using a reverse jacking and cambering installation method.

Description

Technical Field

[0001] This invention relates to the field of steel structures, specifically to a method for installing ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beams with reverse jacking and arching. Background Technology

[0002] Large boilers offer advantages in improving energy efficiency and reducing pollutant emissions. Larger capacity and higher parameter boilers are becoming the current trend in thermal power development. Large power plant boilers typically employ a suspended structure, with thousands of tons of load suspended from large plate beams at the top of the structure. These large plate beams then transfer the load to the tower. The top elevation of these large plate beams is generally over 100m, with a span of approximately 40m and a height of about 8m. They are typically composite beams, with a single beam weighing over 200 tons. Based on structural form, they are generally classified as: upper and lower H-shaped steel composite beams, inverted triangular three-H composite beams, and four-H composite beams with upper and lower H-beams and two end-plate beams of uniform height.

[0003] The installation process of composite beam stacking is complex. Ensuring smooth connection and tight fit between the upper and lower beams, while maintaining the camber consistent with the design, is a common engineering challenge. Previously, companies controlled this by applying pre-camber during fabrication to counteract deflection caused by the weight load after installation. However, this method requires high precision in installation and fabrication, and cannot be adjusted when the actual mid-span deflection differs from the theoretical value. Furthermore, fabrication and installation control are costly. Therefore, a suitable installation method is needed to achieve economical, rapid, and efficient installation of composite beam stacking. Summary of the Invention

[0004] This invention aims to overcome the shortcomings of existing technologies and provide a method for installing ultra-high load-bearing, high-strength bolt-connected inverted triangular stacked beams with reverse jacking and arching, thus solving the problem of how to accurately connect the upper and lower stacked beams.

[0005] To solve the above-mentioned technical problems, the present invention is implemented as follows: A method for installing ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beams with reverse jacking and arching, characterized by comprising the following steps: Step 1: Calculate the deflection of the upper and lower stacked beams; Step 2: Install the lower beam in place; Step 3: Install the arching adjustment pads; Step 4: Install the upper double-layer beams in sequence; Step 5: Connect and fix the upper double-beam flange plate; Step 6: Connect and fix the upper double-layer beam end plate to the column; Step 7: Install the lifting frame and remove the arching adjustment pads; Step 8: Lifting the lower stacked beams; Step 9: Secure the overlapping surfaces of the upper and lower beams with bolts; Step 10: Connect and fix the end plates of the lower stacked beams.

[0006] The method for installing an ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beam with reverse jacking and arching is characterized by: Step 1 specifically involves setting boundary conditions for deflection verification at each installation step: 1) Deflection h1 caused by the self-weight of the lower stacked beam under the simply supported state at both ends; 2) Deflection h2 caused by the gravity load on the lower stacked beam under the state where the two upper stacked beams are simply supported at the mid-span of the lower stacked beam, with one end of the upper stacked beam simply supported at the end of the lower stacked beam and the other end simply supported at the mid-span of the lower stacked beam; 3) Deflection h3 caused by the self-weight of the two upper stacked beams under the simply supported state at both ends after they are connected as a whole; The theoretical values ​​h1 and h2 obtained by simulation calculation need to be monitored and compared during the installation process, and h3 is only used as a correction reference value. When manufacturing the upper stacked beams, the flange connection is cambered by h3 plus the overall camber value h required by the design. The lower stacked beams are manufactured according to the overall camber value h.

[0007] The method for installing an ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beam with reverse jacking and arching is characterized in that: step 2 specifically involves: installing the lower stacked beam according to the design requirements for elevation and position, leaving it stationary for a period of time, re-measuring the spatial dimensions of the components, and verifying the deflection value h1 of the structure under its own weight load.

[0008] The method for installing an inverted triangular stacked beam with anti-arching using ultra-high load-bearing and high-strength bolted connection is characterized in that: step 3 specifically involves installing arching adjustment pads on the lower part of the flange plate of the upper stacked beam. The arching adjustment pads are made of steel plates, and the total thickness of the pads is h1 + h2 + corrected empirical value. The pads are adjusted according to the actual on-site installation and testing data. The width is the same as the width of the steel flange plate, and the outer surface has sufficient roughness to prevent slippage with the structure.

[0009] The method for installing an ultra-high load-bearing, high-strength bolt-connected inverted triangular stacked beam with reverse jacking and arching is characterized by the following steps: Step 4 involves hoisting the upper left stacked beam into position according to the design requirements, with the bottom of the column end serving as the tightening contact surface. The first row of bolt holes near the end is aligned using a punch. The upper stacked beam is simply supported at the mid-span of the lower stacked beam. The hook is slowly lowered to zero load, and the deflection value at the mid-span of the lower stacked beam is compared with the theoretical value. Another crane hoists the upper right stacked beam. Both upper stacked beams are simply supported at the column end, and the deflection value is re-measured and compared with the theoretical value. The height of the shim is adjusted based on the actual value. After each re-measurement, the crane is immediately and slowly raised to 80% of the load to prevent lateral instability of the components.

[0010] The method for installing an inverted triangular stacked beam with high-strength bolts for ultra-high load and heavy load is characterized in that: step 5 specifically involves: inserting the high-strength bolts of the flange plates of the upper stacked beams into sequence, and tightening them symmetrically from the center of the flange plates to both sides, and checking that the tightening force meets the requirements. Step 6 specifically involves connecting and fixing the end plates of the upper beam to the beam columns to ensure that the spatial dimensions and stress performance of the components fully meet the design requirements.

[0011] The method for installing an ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beam with anti-arching is characterized in that: step 7 specifically involves: installing a lifting frame on both sides of the center of the stacked beam; the lifting frame is a portal frame structure with a rigid upper end and a hinged lower end connected by bolts; the open structure facilitates disassembly; the structural strength, mechanical properties, and working condition of the lifting frame have all been verified by relevant professionals to meet the structural construction requirements; then, placing jacks between the reaction frame and the lower flange of the lower stacked beam, pushing the lower stacked beam downwards, and removing the arching adjustment pads.

[0012] The method for installing an inverted triangular stacked beam with high strength bolt connection is characterized in that: step 8 specifically involves using jacks placed on a lifting frame to lift the lower stacked beam until it is in complete contact with the upper stacked beam. After the lifting is completed, the elevation, position, and centerline dimensions of the entire stacked beam are remeasured to ensure that they meet the design requirements.

[0013] The method for installing an inverted triangular stacked beam with anti-arching using high-strength bolts for ultra-high load and heavy load is characterized in that: step 9 specifically involves inserting the high-strength bolts into the overlapping surface of the upper stacked beam in sequence, and tightening the bolts in a symmetrical order from the center to both sides. The pre-arching value of the central flange plate of the upper stacked beam exactly offsets the downward deflection value of the welded H-beam at the bottom.

[0014] The method for installing an ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beam with reverse jacking and arching is characterized in that: step 10 specifically involves: connecting and fixing the end plates on both sides of the lower stacked beam to the stacked beam columns to complete the installation of the entire stacked beam; slowly lowering the hook to remove the hoisting wire rope from the component; and finally verifying the installation dimensions of the entire stacked beam.

[0015] The beneficial effects of this invention are as follows: As can be seen from the above technical solution, this application provides a method for installing ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beams with reverse jacking and arching. This involves: calculating the deflection of the upper and lower stacked beams; installing the lower stacked beam in place; installing the arching adjustment pads; sequentially installing the upper double stacked beams in place; connecting and fixing the flange plates of the upper double stacked beams; connecting and fixing the end plates of the upper double stacked beams to the columns; installing the lifting frame and removing the arching adjustment pads; lifting the lower stacked beam; bolting and fixing the overlapping surfaces of the upper and lower stacked beams; and sequentially performing reverse jacking and arching of the stacked beams by connecting and fixing the end plates of the lower stacked beams. The installation method of this invention avoids the need for temporary supports at extremely high altitudes, reduces the precise requirements for the pre-camber value of the lower stacked beams, and ensures that the camber of the upper and lower stacked beams is consistent and tightly fitted after connection. It achieves economical, rapid, and efficient installation of inverted triangular stacked beams connected by high-strength bolts for ultra-high, heavy-duty loads. Attached Figure Description

[0016] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments: Figure 1 This is a flowchart of the present invention; Figure 2 A schematic diagram showing the disassembly of an inverted triangular stacked beam connected by ultra-high load-bearing, high-strength bolts; Figure 3 Schematic diagram of an inverted triangular stacked beam assembly connected by ultra-high load-bearing, high-strength bolts; Figure 4 A schematic diagram showing the installation and positioning of the lower stacked beams; Figure 5 Schematic diagram of the installation of the arch-raising adjustment pad; Figure 6a Schematic diagram of the installation and positioning of the left and right upper stacked beams; Figure 6b Schematic diagram of the installation and positioning of the left and right upper stacked beams; Figure 7 This is a schematic diagram showing the connection and fixing of the flange plates of the left and right upper stacked beams; Figure 8 A schematic diagram showing the connection and fixation between the left and right upper beam end plates and the columns; Figure 9 Schematic diagram for installing and removing the camber adjustment pads for the lifting frame; Figure 10 This is a schematic diagram of the lower beam being lifted. Figure 11 A schematic diagram of bolted connection and fixing at the overlapping surface of the upper and lower beams; Figure 12 This is a schematic diagram showing the connection and fixing of the lower beam end plate. Detailed Implementation

[0017] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this application. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection claimed in this application. like Figure 2 , 3As shown: This invention relates to an installation method for ultra-high load-bearing, heavy-duty inverted triangular stacked beams connected by high-strength bolts. Taking a certain project as an example: the upper two stacked beams are connected by two flange plates with a thickness of 70mm at the ends, and the upper flange plate of the lower stacked beam is connected to the lower flange plates of the two upper stacked beams by high-strength bolts, forming an inverted triangular shape; the maximum thickness of the web plate is 80mm, the maximum thickness of the cover plate is 120mm, the cross-sectional height of the upper stacked beam is 5m, the cross-sectional height of the lower stacked beam is 2m, the total height of the stacked beams is 7m, the total length is 37.28m, the total weight is 344t, and the number of bolt holes on the overlapping surface is approximately 900. Due to the large number of bolt holes on the connecting surfaces and the large number of bolt hole groups on a single side, in order to ensure that the component overlapping surface, bolt groups, and deflection values ​​all meet the requirements, our company has invented an inverted camber installation method for ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beams, achieving economical, fast, and efficient installation of ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beams. like Figure 1 The following is a method for installing an inverted triangular stacked beam with reverse jacking using high-strength bolts for ultra-high loads and heavy-duty applications: The method includes the following steps: Step 1 - Calculation of deflection of upper and lower stacked beams Set boundary conditions for deflection verification at each installation step: 1) Deflection h1 caused by the self-weight of the lower beam under simply supported conditions at both ends; 2) Deflection h2 caused by gravity load on the lower beam under the condition that the two upper beams are simply supported at the mid-span of the lower beam, with one end of the upper beam simply supported at the end of the lower beam and the other end simply supported at the mid-span of the lower beam; 3) Deflection h3 caused by the self-weight of the two upper beams under simply supported conditions at both ends after they are connected as a whole. The theoretical values ​​h1 and h2 obtained from the simulation calculation need to be monitored and compared during the installation process, while h3 is only used as a correction reference value.

[0018] When manufacturing the upper stacked beams, the flange connection is cambered by h3 plus the overall camber value h required by the design. The lower stacked beams are manufactured according to the overall camber value h.

[0019] Step 2 - Install the lower beam in place Install the lower beams according to the design requirements for elevation and position, such as... Figure 4 As shown, after a period of time, the spatial dimensions of the component are remeasured, and the deflection h1 of the structure under its own weight is verified.

[0020] Step 3 - Installation of Arch Adjustment Pads Install camber adjustment pads at the lower part of the upper beam flange plate, such as Figure 5 As shown, the camber adjustment pad is made of steel plate, which has the corresponding rigidity, strength and stability. The total thickness of the pad is h1+h2+corrected empirical value, and is adjusted according to the actual test data of on-site installation. The width is the same as the width of the steel flange plate, and the outer surface has sufficient roughness to prevent sliding with the structure.

[0021] Step 4 - Install the upper double-layer beams in sequence. The upper left-side stacked beam is hoisted and positioned according to the design requirements, with the bottom of the column end serving as the tightening contact surface. The first row of bolt holes near the end is aligned using a punch. The upper stacked beam is simply supported at the mid-span of the lower stacked beam. Figure 6a As shown, the deflection at mid-span of the lower stacked beam was measured and compared with the theoretical value when the hook was slowly lowered to zero load. Another crane lifted the upper right stacked beam; both upper stacked beams were simply supported and aligned at the column ends, with the intermediate flange not connected. Figure 6b As shown, the remeasured deflection value is compared with the theoretical value, and the height of the pad is adjusted according to the actual value. After each remeasurement, the crane is immediately and slowly raised to 80% of the lifting weight to prevent lateral instability of the component.

[0022] Step 5 - Connect and fix the upper double-beam flange plate Insert the high-strength bolts into the flange plates of the upper stacked beams one by one, as follows: Figure 7 As shown, tighten the flanges symmetrically from the center outwards to both sides, and check that the tightening force meets the requirements.

[0023] Step 6 - Connect and fix the upper double-layer beam end plate to the column Connect and fix the end plates of the upper beam to the columns of the upper beam to ensure that the spatial dimensions and load-bearing performance of the components fully meet the design requirements, such as Figure 8 As shown.

[0024] Step 7 - Install the lifting frame and remove the arching adjustment pads. Install the lifting frame on both sides of the center of the stacked beams, such as Figure 9 As shown, the lifting frame is a portal frame structure with a rigid upper end and a hinged lower end connected by bolts. The open structure facilitates disassembly. The structural strength, mechanical performance, and working condition of the lifting frame have all been verified by relevant professionals and meet the structural construction requirements. Then, place the jacks between the reaction frame and the lower flange of the lower beam, push the lower beam downward, and remove the arching adjustment pads.

[0025] Step 8 - Lifting the lower stacked beams Using jacks placed on a lifting frame, the lower stacked beam is lifted until it is in complete contact with the upper stacked beam, such as... Figure 10 As shown, after the jacking is completed, the elevation, position, and centerline dimensions of the entire stacked beam are remeasured to ensure that they meet the design requirements.

[0026] Step 9 - Bolt connection and fixing of the overlapping surfaces of the upper and lower beams Insert the high-strength bolts sequentially into the overlapping surface of the upper beams, such as... Figure 11 As shown, the bolts are tightened in a symmetrical sequence from the center to both sides. The pre-camber value of the central flange plate of the upper beam exactly offsets the deflection value of the lower welded H-beam.

[0027] Step 10 - Connection and fixing of the lower stacked beam end plate Connect and fix the end plates on both sides of the lower stacked beam to the stacked beam columns to complete the installation of the entire stacked beam. Slowly lower the hook to remove the hoisting wire rope from the component. Figure 12 As shown, the final installation dimensions of the entire stacked beams are checked.

[0028] By adopting the above method, the need for temporary supports at extremely high altitudes is avoided, the precision requirements for the pre-camber value of the lower stacked beams are reduced, and the consistent camber and tight fit of the upper and lower stacked beams after connection are ensured. This enables economical, rapid, and efficient installation of inverted triangular stacked beams connected by high-strength bolts for ultra-high, heavy-duty loads.

[0029] The above are merely embodiments provided in this application and are not intended to limit this application. Although this application has been described in detail with reference to the embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. However, any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A method for installing ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beams with reverse jacking and arching, characterized in that... It includes the following steps: Step 1: Calculation of deflection values ​​for upper and lower stacked beams; Step 1 specifically involves setting boundary conditions for deflection verification at each installation step: 1) Deflection value h1 caused by the self-weight of the lower stacked beam under the condition of simply supported ends; 2) Deflection value h2 caused by gravity load on the lower stacked beam under the condition of simply supported points at the mid-span of the lower stacked beam, with one end of the upper stacked beam simply supported at the end of the lower stacked beam and the other end simply supported at the mid-span of the lower stacked beam; 3) Deflection value h3 caused by the self-weight of the two upper stacked beams under the condition of simply supported ends after they are connected as a whole; The theoretical values ​​h1 and h2 obtained from the simulation calculation need to be monitored and compared during the installation process, and h3 is only used as a correction reference value; When manufacturing the upper stacked beams, the flange connection is cambered by h3 plus the overall camber value h required by the design. The lower stacked beams are manufactured with the overall camber value h in mind. Step 2: Install the lower beam in place; Step 2 specifically involves: installing the lower beam according to the design requirements for elevation and position, letting it stand for a period of time, re-measuring the spatial dimensions of the components, and verifying the deflection value h1 of the structure under its own weight load; Step 3: Installation of camber adjustment pads; Step 3 specifically involves: installing camber adjustment pads on the lower part of the upper beam flange plate. The camber adjustment pads are made of steel plates, and the total thickness of the pads is h1 + h2 + corrected empirical value. The thickness is adjusted according to the actual on-site installation and testing data. The width is the same as the width of the steel flange plate, and the outer surface has sufficient roughness to prevent slippage with the structure. Step 4: Install the upper double-layer beams in sequence. Specifically, the upper left-side layer beam is hoisted into position according to the design requirements, with the bottom of the column end serving as the tightening contact surface. The first row of bolt holes near the end is aligned using a punch. The upper layer beam is simply supported at the mid-span of the lower layer beam. The hook is slowly lowered to zero load, and the deflection value at the mid-span of the lower layer beam is checked and compared with the theoretical value. Another crane is used to hoist the upper right-side layer beam. Both upper layer beams are aligned and simply supported at the column end. The deflection value is re-measured and compared with the theoretical value. The height of the pad is adjusted according to the actual value. After each re-measurement, the crane is immediately and slowly raised to 80% of the load to prevent lateral instability of the components. Step 5: Connect and fix the upper double-beam flange plate; Step 5 specifically involves: inserting the high-strength bolts of the flange plate that connects the upper double beams in sequence, and tightening them symmetrically from the center of the flange plate to both sides. The tightening force is checked and found to meet the requirements. Step 6: Connect and fix the end plate of the upper double-layer beam to the column; Step 6 specifically involves connecting and fixing the end plate of the upper layer beam to the column of the layer beam to ensure that the spatial dimensions and stress performance of the component fully meet the design requirements. Step 7: Install the lifting frame and remove the camber adjustment pads; Step 7 specifically involves: installing the lifting frame on both sides of the center of the stacked beam. The lifting frame is a portal frame structure with a rigid connection at the top and a hinged connection at the bottom via bolts. The open structure facilitates disassembly. The structural strength, mechanical performance, and working condition of the lifting frame have all been verified by relevant professionals and meet the structural construction requirements; then place the jacks between the reaction frame and the lower flange of the lower stacked beam, push the lower stacked beam downwards, and remove the camber adjustment pads; Step 8: Lifting the lower stacked beams; Step 9: Secure the overlapping surfaces of the upper and lower beams with bolts; Step 10: Connect and fix the lower beam end plate to the beam column.

2. The method for installing ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beams with reverse jacking and arching as described in claim 1, characterized in that: Step 8 specifically involves using jacks placed on the lifting frame to lift the lower stacked beam until it is in complete contact with the upper stacked beam. After the lifting is completed, the elevation, position, and centerline dimensions of the entire stacked beam are remeasured to ensure that they meet the design requirements.

3. The method for installing ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beams with reverse jacking and arching as described in claim 1, characterized in that: Step 9 specifically involves inserting the high-strength bolts into the overlapping surface of the upper beams one by one, and tightening the bolts in a symmetrical order from the center to both sides. The pre-camber value of the central flange plate of the upper beams exactly offsets the deflection value of the lower welded H-beams.

4. The method for installing ultra-high load-bearing, heavy-duty, high-strength bolt-connected inverted triangular stacked beams with reverse jacking and arching as described in claim 1, characterized in that: Step 10 specifically involves: connecting and fixing the end plates on both sides of the lower stacked beam to the stacked beam columns to complete the installation of the entire stacked beam; slowly lowering the hook to remove the hoisting wire rope from the component; and finally verifying the installation dimensions of the entire stacked beam.

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