Vertical load-bearing reinforcing system under existing net rack and construction method

Abstract

The invention aims to provide the vertical load-bearing secondary defense line reinforcing system under the existing net rack and the construction method, which are simple and convenient to construct and effectively improve the redundancy and the safety of a roof structure. The device comprises an existing net rack; each existing frame column is fixedly connected to the edge of the existing net rack; the two sets of bearing steel beams are symmetrical to the two sides of the existing net rack, and each bearing steel beam is fixedly connected with the multiple existing frame columns located on the same side edge; the plurality of space trusses are uniformly distributed and arranged in the parallel direction of the bearing steel beams, each space truss is provided with two plane trusses, the two plane trusses are symmetrically arranged on the two sides of the existing frame column, and the end part of each plane truss is correspondingly connected with the corresponding bearing steel beam; and one end of each connecting support is correspondingly and fixedly connected with the upper surface of the corresponding plane truss, and the other end of each connecting support is matched with the existing net rack in a supporting manner. The method is applied to the technical field of net rack reinforcing systems.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of net rack reinforcing system, in particular to a vertical load-bearing reinforcing system under an existing net rack and a construction method. BACKGROUND

[0002] In recent years, with the wide application of net rack structure in sports venues, industrial plants, public buildings and other fields, collapse accidents caused by design, construction, operation and maintenance and other aspects occur frequently, which seriously threatens the safety of public life and property, and systematic detection and reinforcement of net rack structure has become an urgent task in the engineering field. The reinforcement methods for existing net racks can be divided into two categories: one is direct reinforcement method, which usually selects section reinforcement method, bonded steel plate reinforcement method and composite reinforcement method according to the actual situation of the project; the other is indirect reinforcement method, which usually adopts change of structural system reinforcement method and prestressed reinforcement method.

[0003] The direct reinforcement method commonly uses direct reinforcement of net rack members, which has the advantages of strong pertinence, replacement or reinforcement of only the members with insufficient strength and stability, and less material consumption.

[0004] The disadvantages are that the internal force of the net rack members on site is redistributed several times, the stress is not clear, the structure cannot be accurately calculated, the structural reliability cannot be fully guaranteed, full support (about 400-500 million yuan) is needed for the replacement of net rack members, the measure cost is high, the reinforcement cost is increased, the site mechanical and electrical pipelines have been installed, the construction conditions are limited for the replacement of the ball nodes, and the construction is complex. SUMMARY

[0005] The technical problem to be solved by the present application is to overcome the shortcomings of the prior art, and to provide a vertical load-bearing reinforcing system under an existing net rack and a construction method, which is simple to construct and effectively improves the redundancy and safety of the roof structure.

[0006] The technical solution adopted by the present application is: the present application comprises an existing net rack, a plurality of existing frame columns, each of which is fixedly connected to the edge of the existing net rack, two groups of supporting steel beams symmetrically located on the two sides of the existing net rack, each of which is fixedly connected to a plurality of existing frame columns on the same side, a plurality of space trusses, which are arranged in parallel along the supporting steel beams, each of which is provided with two pairs of plane trusses symmetrically arranged on the two sides of the existing frame column, and the end of each plane truss is connected to the corresponding supporting steel beam, a plurality of connecting supports, each of which is fixedly connected to the upper part of the corresponding plane truss at one end, and the other end of each connecting support is matched with the supporting of the existing net rack.

[0007] Further, the supporting steel beam comprises a plurality of main connecting beams and a plurality of connecting members, each of the main connecting beams is arranged between two adjacent existing frame columns, and two ends of each of the main connecting beams are provided with connecting plates, each of the connecting plates is tightly attached to a corresponding existing frame column, and each of the connecting members is correspondingly arranged through a corresponding existing frame column and tightly fixed to the connecting plate tightly attached to the existing frame column.

[0008] Further, the planar truss comprises a top chord, a bottom chord, a plurality of straight web members, a plurality of inclined web members, and two groups of triangular members, the bottom chord is arranged below the top chord, the plurality of straight web members are arranged between the top chord and the bottom chord, the plurality of straight web members are respectively arranged at end portions, midspans, and below the connecting supports between the top chord and the bottom chord, each of the inclined web members is arranged obliquely between the top chord and the bottom chord, a lower portion of each of the triangular members is fixedly connected to the bottom chord, a middle portion of each of the triangular members is formed with a fixing seat which is detachably connected to the supporting steel beam, and an upper surface of the top chord is provided with mounting seats at equal intervals for fixing the connecting supports.

[0009] Further, a supporting plate is arranged between a lower surface of the fixing seat and the supporting steel beam.

[0010] Further, the space truss further comprises a plurality of out-of-plane supports which are arranged at equal intervals between two planar trusses, the out-of-plane supports comprise first planar supports which are arranged between the top chords of two sets of support trusses, second planar supports which are arranged between the bottom chords of the two sets of support trusses, and two vertical supports which are arranged between the straight web members of the two sets of support trusses, one end of each of the vertical supports is connected to an upper end of one of the straight web members, and the other end of each of the vertical supports is connected to a lower end of another of the straight web members.

[0011] Further, the connecting support comprises a connecting seat, at least one fastening sleeve, a supporting seat, and a rubber pad, the connecting seat is fixedly connected to the planar truss, an upper portion of the connecting seat is provided with at least one connecting rod, one end of each of the fastening sleeves is correspondingly bolted to a corresponding connecting rod, the other end of the fastening sleeve is bolted to a lower end of the supporting seat, an upper portion of the supporting seat is formed with a semicircular groove, and the rubber pad is fixedly connected in the semicircular groove, and the rubber pad is matched with the existing grid support.

[0012] Further, a plurality of horizontal support rods are arranged between two adjacent space trusses for enhancing support force.

[0013] Further, the construction method comprises the following steps:

[0014] S1, space truss components are prefabricated in a factory;

[0015] S2, setting a cradle under the existing net rack;

[0016] S3, assembling a space truss on the ground, reinforcing the existing frame column and installing a bearing steel beam;

[0017] S4, integrally jacking the space truss and connecting it with the bearing steel beam, removing the jacking equipment supporting the space truss, and making the space truss self-supporting;

[0018] S5, erecting the space truss as a construction platform of the existing net rack;

[0019] S6, reinforcing the components near the support points of the existing net rack by the workers;

[0020] S7, setting the support nodes of the space truss and the existing net rack;

[0021] S8, setting a jack at the support node position, and partition jacking the existing net rack, which follows the principles of symmetry, uniformity and synchronization, and first jacks the positions on both sides of the existing net rack, and then jacks the position in the middle of the existing net rack;

[0022] S9, connecting the connecting support between the space truss and the existing net rack;

[0023] S10, removing all the cradles of the net rack, and completing the construction.

[0024] Further, in step S8, the connecting support is back-jacked by using the jack, so that the connecting support is in contact with the existing net rack.

[0025] Further, in step S9, the workers make the connecting support in contact with the support node of the existing net rack by adjusting the fastening sleeve, and then remove the jack.

[0026] The beneficial effects of the present application are that the present application uses a space truss structure to reinforce the existing net rack, so that the main truss becomes the main force structure, thereby greatly reducing the span of the net rack, and the existing net rack is supported by the space truss as a second line of defense of the roof structure, and the safety of the overall structure is improved;

[0027] The fixed seats at the same end of each space truss are respectively hinged on both sides of the existing frame column, which can effectively reduce the eccentric effect of the space truss on the existing frame column, and realize the compensation of the bending moment of the space truss on both sides within the bearing capacity range of the existing frame column, so that the existing frame column only increases the axial pressure generated by the self-weight of the space truss on the basis of the original stress;

[0028] The ends of the space truss are hinged to the supporting steel beams, which are connected to the existing frame columns by through-bolts. The stress hierarchy is clear and the construction is simple. During the jacking process, the space truss has good overall integrity and is not prone to stability problems. By setting up the space truss, it can be used as a construction platform for the existing space frame, avoiding the need to erect a full-span scaffold support, saving costs. At the same time, the redundancy and safety of the existing space frame are increased. The implementation effect is more reliable than simply replacing the space frame members, which can ensure the safety of the structure. Attached Figure Description

[0029] Figure 1 This is a schematic diagram of the structure of the present invention;

[0030] Figure 2 yes Figure 1 A magnified view of part A in the middle;

[0031] Figure 3 This is a schematic diagram of the connection between the supporting steel beam and the existing frame column of the present invention;

[0032] Figure 4 This is a schematic diagram of the planar truss structure of the present invention;

[0033] Figure 5 This is a schematic diagram of the structure of the fixing base of the present invention;

[0034] Figure 6 This is a schematic diagram of the out-of-plane support and planar truss of the present invention;

[0035] Figure 7 This is a schematic diagram of the connecting support structure of the present invention.

[0036] In the picture:

[0037] 1. Existing frame columns;

[0038] 2. Supporting steel beam; 21. Main connecting beam; 22. Connecting component; 23. Connecting plate;

[0039] 3. Space truss; 31. Top chord; 32. Bottom chord; 33. Straight web member; 34. Diagonal web member; 35. Triangular member; 36. Fixed seat; 37. Mounting seat; 38. Out-of-plane support; 381. First plane support; 382. Second horizontal support; 383. Vertical support;

[0040] 4. Connecting support; 41. Connecting seat; 42. Fastening sleeve; 43. Support seat; 44. Rubber pad; 45. Connecting rod;

[0041] 5. Horizontal support rod. Detailed Implementation

[0042] like Figures 1-2As shown, in this embodiment, the present invention includes an existing space frame; a plurality of existing frame columns 1, each of which is fixedly connected to the edge of the existing space frame; two sets of supporting steel beams 2, symmetrically arranged on both sides of the existing space frame, each of which is fixedly connected to a plurality of existing frame columns 1 located on the same side; a plurality of spatial trusses 3, which are evenly distributed along the parallel direction of the supporting steel beams 2, each of which has two planar trusses, which are symmetrically arranged on both sides of the existing frame columns 1, and the end of each planar truss is connected to the corresponding supporting steel beam 2; and a plurality of connecting supports 4, one end of which is fixedly connected to the upper part of the corresponding planar truss 31, and the other end of each connecting support 4 is supported and cooperated with the existing space frame.

[0043] Specifically, the ends of each spatial truss 3 are located on both sides of the existing frame column 1, which can effectively reduce the eccentric effect of the spatial truss 3 on the existing frame column 1. Within the bearing capacity of the existing frame column 1, the bending moment on both sides of the space truss 3 is canceled, so that the existing frame column 1 only needs to bear the axial pressure generated by the self-weight of the space truss 3 on the basis of the original force. The ends of the space truss 3 are hinged to the supporting steel beam 2. The supporting steel beam 2 and the existing frame column 1 are connected by through anchor bolts. The stress layer is clear and the construction is simple. During the jacking process, the space truss 3 has good integrity and is not prone to stability problems.

[0044] By setting up the space truss 3, it can be used as a construction platform for the existing space frame, avoiding the need to erect a full-span scaffold for support, saving costs. At the same time, the redundancy and safety of the existing space frame are increased, and the implementation effect is more reliable than simply replacing the space frame members, ensuring the safety of the structure.

[0045] like Figure 3 As shown, in this embodiment, the supporting steel beam 2 includes several main connecting beams 21 and several connecting members 22. Each main connecting beam 21 is disposed between two adjacent existing frame columns 1. Connecting plates 23 are provided at both ends of the main connecting beam 21. Each connecting plate 23 is correspondingly attached to the corresponding existing frame column 1. Each connecting member 22 passes through the corresponding existing frame column 1 and is locked and fixed to the connecting plate 23 attached to the existing frame column 1.

[0046] Specifically, the connector 22 is a through anchor bolt. Each main connecting beam 21 is set between two adjacent existing frame columns 1. The main connecting beam 21 is connected and fixed by the connector 22 through the existing frame columns 1. The stress layer is clear and the construction is simple. The space truss 3 has good integrity during the jacking process and is not prone to stability problems.

[0047] like Figure 4As shown, in this embodiment, the planar truss includes an upper chord 31, a lower chord 32, several straight web members 33, several diagonal web members 34, and two sets of triangular members 35. The lower chord 32 is located below the upper chord 31. Several straight web members 33 are located between the upper chord 31 and the lower chord 32. Several straight web members 33 are respectively located at the ends between the upper chord 31 and the lower chord 32, at the mid-span, and below the connecting support 4. Each diagonal web member 34 is inclined between the upper chord 31 and the lower chord 32. The lower part of each triangular member 35 is fixedly connected to the lower chord 32. The middle part of each triangular member 35 forms a fixing seat 36 that is detachably connected to the supporting steel beam 2. The upper surface of the upper chord 31 is provided with mounting seats 37 for fixing the connecting support 4 at equal intervals.

[0048] Specifically, the mounting base 37 is fixedly connected above the corresponding straight web member 33. The straight web member 35 increases the support force between the mounting base 37 and the connecting support 4, thereby strengthening and stabilizing the existing space frame vertically. This makes the space truss 3 a second line of defense for the existing space frame, improving the safety of the existing space frame.

[0049] Triangular rods 35 are set at both ends of the upper chord 31 and the lower chord 32. The bottom elevation of the mounting base 37 set in the middle of the triangular rod 35 is higher than the elevation of the lower chord 32, and the top elevation of the mounting base 37 is lower than the elevation of the upper chord 31. This ensures that sufficient installation space is reserved so that there is enough construction space during the reinforcement of the existing space frame.

[0050] In this embodiment, a support plate is provided between the lower surface of the fixed base 36 and the supporting steel beam 2.

[0051] Specifically, the support plate is made of polytetrafluoroethylene and must meet a design value of not less than 550kN bearing capacity. A positioning block that matches the limit of the support plate is provided on the upper surface of the supporting steel beam 2. The fixing seat 34 is connected to the supporting steel beam 2 by bolts and nuts. A waist-shaped hole is opened on the supporting steel beam 2. The fixing seat 37 can adjust the connection position left and right through the waist-shaped hole, thereby correcting and leveling the bending moment on both sides of the existing frame column 1, which is convenient for leveling and correction.

[0052] like Figure 2 and Figure 6As shown, in this embodiment, the space truss further includes several out-of-plane supports 38 equally spaced between the two planar trusses. The out-of-plane supports 38 include a first planar support 381 disposed between the upper chords 31 of the two supporting trusses, a second planar support 382 disposed between the lower chords 32 of the two supporting trusses, and two vertical supports 383 disposed between the straight web members 33 of the two supporting trusses. One end of each vertical support 383 is connected to the upper end of one straight web member 33, and the other end of each vertical support 383 is connected to the lower end of the other straight web member 33.

[0053] Specifically, the first planar support 381 and the second horizontal support 382 are arranged in parallel, connecting the upper chord 31 and the lower chord 32 respectively, improving the horizontal connection stability of the space truss. The intersecting vertical support 383 connects the upper chord 31 and the lower chord 32 of the two planar trusses in an "X" shape, improving stability, seismic resistance and optimizing spatial layout. The two support frames are connected by an out-of-plane support 38 structure. The out-of-plane supports arranged at equal intervals strengthen the connection strength of the two planar trusses, and orderly disperse and transmit the downward pressure from the existing space frame above, so as to improve the support stability of the space truss 3, thereby making the space truss 3 the main load-bearing structure.

[0054] like Figure 7 As shown, in this embodiment, the connecting support 4 includes a connecting seat 41, at least one fastening sleeve 42, a support seat 43, and a rubber pad 44. The connecting seat 41 is fixedly connected to the supporting steel beam 2. At least one connecting rod 45 is provided on the upper part of the connecting seat 41. One end of each fastening sleeve 42 is bolted to the corresponding connecting rod 45, and the other end of the fastening sleeve 42 is bolted to the lower end of the support seat 43. A semi-circular groove is formed on the upper part of the support seat 43, and the rubber pad 44 is fixedly connected in the semi-circular groove. The rubber pad 44 cooperates with the existing grid support.

[0055] Specifically, the rubber pad 44 is a rubber pad. During installation, the rubber pad 44 is brought into contact with the existing space frame by jacking back. The load supported by the existing space frame is transferred to the space truss 3 by unloading in a reasonable way, which perfectly realizes the transfer of force and avoids welding at the nodes of the existing space frame.

[0056] In this embodiment, a plurality of horizontal support rods 5 are provided between two adjacent spatial trusses 3 to enhance the supporting force.

[0057] In this embodiment, the construction method includes the following steps:

[0058] S1, Space Truss 3 components are prefabricated in the factory;

[0059] S2. Install a frame under the existing space frame;

[0060] S3, ground-assembled space truss 3, reinforces existing frame column 1 and installs supporting steel beam 2;

[0061] S4. The space truss 3 is lifted as a whole and connected to the supporting steel beam 2. The lifting equipment supporting the space truss 3 is removed, so that the space truss 3 can bear its own weight.

[0062] S5. Erecting the existing space frame construction platform using space truss 3;

[0063] S6. Staff reinforced the components near the existing space frame support points;

[0064] S7. Set the support nodes between the space truss 3 and the existing space frame;

[0065] S8. Install jacks at the support nodes and lift the existing space frame in sections. The sections should follow the principles of symmetry, uniformity and synchronization. First lift from both sides of the existing space frame, and then lift from the middle of the existing space frame.

[0066] S9, the connection support 4 between the space truss 3 and the existing space frame;

[0067] S10. Remove all space frame supports; construction complete.

[0068] Specifically, in step S4, the lifting of the space truss 3 involves first lifting and installing the space trusses 3 located on both sides, and then lifting and installing the middle space truss 3 after the installation of the space trusses 3 on both sides is completed.

[0069] While lifting and installing the central space truss 3, the back jacking force values ​​of the space trusses 3 on both sides are corrected. After the central space truss 3 is lifted, the back jacking force values ​​of the central space truss 3 are corrected.

[0070] In this embodiment, in step S8, a jack is used to push the connecting support 4 back up, so that the connecting support 4 comes into contact with the existing grid structure.

[0071] In this embodiment, in step S9, the worker adjusts the fastening sleeve 42 to make the connecting support 4 contact the support node of the existing grid structure, and then removes the jack.

[0072] Although the embodiments of the present invention are described with reference to actual solutions, they do not constitute a limitation on the meaning of the present invention. Modifications to the embodiments and combinations with other solutions based on this specification will be obvious to those skilled in the art.

Claims

1. A vertical load-bearing reinforcement system under an existing space frame, comprising the existing space frame and several existing frame columns (1), each of the existing frame columns (1) being fixedly connected to the edge of the existing space frame, characterized in that: Also includes Two sets of supporting steel beams (2) are symmetrical about the two sides of the existing space frame. Each of the supporting steel beams (2) is fixedly connected to several existing frame columns (1) located on the same side. Several spatial trusses (3) are evenly distributed along the parallel direction of the supporting steel beam (2). Each spatial truss (3) is provided with two planar trusses. The two planar trusses are symmetrically arranged on both sides of the existing frame column (1). The end of each planar truss is connected to the corresponding supporting steel beam (2). Several connecting supports (4), one end of each connecting support (4) is fixedly connected to the upper part of the corresponding planar truss, and the other end of each connecting support (4) is cooperated with the existing space frame support.

2. The vertical load-bearing reinforcement system under the existing space frame according to claim 1, characterized in that: The supporting steel beam (2) includes several main connecting beams (21) and several connectors (22). Each main connecting beam (21) is located between two adjacent existing frame columns (1). Each main connecting beam (21) has a connecting plate (23) at both ends. Each connecting plate (23) is attached to the corresponding existing frame column (1). Each connector (22) passes through the corresponding existing frame column (1) and is locked to the connecting plate (23) attached to the existing frame column (1).

3. The vertical load-bearing reinforcement system under the existing space frame according to claim 1, characterized in that: The planar truss includes an upper chord (31), a lower chord (32), several straight web members (33), several diagonal web members (34), and two sets of triangular members (35). The lower chord (32) is located below the upper chord (31). Several straight web members (33) are located between the upper chord (31) and the lower chord (32). Several straight web members (33) are respectively located at the ends, mid-span, and below the connecting support (4) between the upper chord (31) and the lower chord (32). Each diagonal web member (34) is inclined between the upper chord (31) and the lower chord (32). The lower part of each triangular member (35) is fixedly connected to the lower chord (32). The middle part of each triangular member (35) forms a fixed seat (36) that is detachably connected to the supporting steel beam (2). The upper surface of the upper chord (31) is provided with mounting seats (37) for fixing the connecting support (4) at equal intervals.

4. The vertical load-bearing reinforcement system under the existing space frame according to claim 3, characterized in that: A support plate is provided between the lower surface of the fixed seat (36) and the supporting steel beam (2).

5. The vertical load-bearing reinforcement system under the existing space frame according to claim 3, characterized in that: The space truss also includes several out-of-plane supports (38) that are equally spaced between the two planar trusses. The out-of-plane supports (38) include a first planar support (381) that is disposed between the upper chords (31) of the two support trusses, a second planar support (382) that is disposed between the lower chords (32) of the two support trusses, and two vertical supports (383) that are disposed between the straight web members (33) of the two support trusses. One end of each vertical support (383) is connected to the upper end of one of the straight web members (33), and the other end of each vertical support (383) is connected to the lower end of the other straight web member (33).

6. The vertical load-bearing reinforcement system under the existing space frame according to claim 1, characterized in that: The connecting support (4) includes a connecting seat (41), at least one fastening sleeve (42), a support seat (43), and a rubber pad (44). The connecting seat (41) is fixedly connected to the upper part of the planar truss. At least one connecting rod (45) is provided on the upper part of the connecting seat (41). One end of each fastening sleeve (42) is bolted to the corresponding connecting rod (45). The other end of the fastening sleeve (42) is bolted to the lower end of the support seat (43). A semi-circular groove is formed on the upper part of the support seat (43). The rubber pad (44) is fixedly connected in the semi-circular groove. The rubber pad (44) cooperates with the existing grid support.

7. The vertical load-bearing reinforcement system under the existing space frame according to claim 1, characterized in that: Several horizontal support rods (5) are provided between two adjacent space trusses (3) to enhance the support force.

8. A construction method for a vertical load-bearing reinforcement system under an existing space frame as described in any one of claims 1-7, characterized in that, The construction method includes the following steps: S1, Space truss (3) components are prefabricated in the factory; S2. Install a frame under the existing space frame; S3, Ground assembly space truss (3), reinforce existing frame columns (1) and install supporting steel beams (2); S4. The space truss (3) is lifted as a whole and connected to the supporting steel beam (2). The lifting equipment supporting the space truss (3) is removed, so that the space truss (3) can bear its own weight. S5. Using a space truss (3) as the construction platform for the existing space frame; S6. Staff reinforced the components near the existing space frame support points; S7. Set the support nodes between the space truss (3) and the existing space frame; S8. Install jacks at the support nodes and lift the existing space frame in sections. The sections should follow the principles of symmetry, uniformity and synchronization. First lift from both sides of the existing space frame, and then lift from the middle of the existing space frame. S9, the connection support (4) between the space truss (3) and the existing space frame; S10. Remove all space frame supports; construction complete.

9. The construction method according to claim 8, characterized in that: In step S8, a jack is used to push the connecting support (4) back up, so that the connecting support (4) comes into contact with the existing grid frame.

10. The construction method according to claim 8, characterized in that: In step S9, the worker adjusts the fastening sleeve (42) to make the connecting support (4) contact the support node of the existing grid structure, and then removes the jack.

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