Construction method of embedded truss support at stiff column joint

Abstract

The present application relates to a kind of construction methods of embedded truss support at stiff column node, comprising the following steps: steel pipe processing in stiff column, upper part of through lengthening support and lower part of through support installation, installation of zero oblique support, formwork connecting plate and transition T plate welding, vertical main reinforcement construction, hoop lashing, stiff column formwork, stiff column concrete pouring, installation of extended oblique support, horizontal wedge-shaped plate setting is pulled, truss end installation.The beneficial effects of the present application are: it is proposed that truss support is embedded into the process of stiff column structure construction in section and time, and forms integral triangle structure with vertical main steel of stiff column structure, and its integrity and rigidity are much higher than traditional embedded foundation bolt, steel corbel or other steel structure, and the technical advantage is significant.

Description

Technical Field

[0001] This invention relates to the field of construction of supports or corbels at beam-column joints for large-span steel trusses or shell structures, and particularly to a construction method for embedding truss supports at stiffened column joints. Background Technology

[0002] Large-span buildings often employ large steel trusses or shell structures to bear and transfer large-span loads. However, regardless of the span, all loads must be borne by the structural columns and transferred downwards to the foundation. This raises the issue of connecting the large steel truss or shell structure with the structural columns. A common solution is to pre-embed anchor bolts, steel brackets, or steel beams in the structural columns to achieve the transition between beam and column joints. The precision and load transfer capacity of this connection method are generally suitable for the connection of ordinary structural beams, but it is somewhat inadequate for the support connection of large-span steel trusses or shell structures.

[0003] In existing technical documents, CN201010570396.5 discloses a ring beam structure with an enlarged connection node between stiffened columns and corbels as a support structure for large steel trusses or shell structures. This not only increases the difficulty of formwork but also makes it difficult to ensure the accuracy of the buried ring corbels. CN201910385976.8 proposes a connection structure between stiffened columns and frame beam reinforcement nodes using a combination of anchor bars and corbel plates. However, the stiffness of this connection transition structure is relatively weak, making it unsuitable for ultra-large loads such as large-span steel trusses. In addition, CN201820899097.8 and CN201620622931.X also propose similar beam-column node structures with steel columns, steel corbels, ring plates, and horizontal main reinforcement as the main force transmission components. Although this method reduces the difficulty of formwork, relying on horizontal main reinforcement as the force transmission component between the main beam and the large steel truss reduces the connection stiffness and overall integrity, making it difficult to fully utilize the functionality of the beam-column node.

[0004] Therefore, it is currently very important to find a stiff column connection support structure that has high connection rigidity, low construction difficulty, and good stability to large trusses or shells. Summary of the Invention

[0005] The purpose of this invention is to overcome the shortcomings of the prior art and provide a construction method for embedding truss supports at stiffened column joints.

[0006] The construction method for embedding truss supports at stiffened column joints includes the following steps:

[0007] Step 1: Cut two sets of support holes of different heights symmetrically on both sides of the steel pipe, and set the main reinforcement fixing ribs on the steel pipe.

[0008] Step 2: The upper through-through extended support and the lower through-through support pass through the support openings of the upper and lower parts, and vertical end plates are installed at both ends of the upper through-through extended support and the lower through-through support; the upper through-through extended support extends beyond the cross section of the stiffened column to be poured.

[0009] Step 3: Splice the No. 0 inclined support at one end of the lower through support through a vertical end plate. The No. 0 inclined support extends beyond the cross section of the stiffened column to be poured.

[0010] Step 4: Weld formwork connecting plates on both sides of the web of the upper through-through extended support and the zero inclined support. Weld transition T-plates between the upper through-through extended support and the zero inclined support, and below the zero inclined support.

[0011] Step 4: Install vertical main reinforcement bars using the main reinforcement fixing ribs, and set a protective ring on each main reinforcement bar; install stirrups;

[0012] Step 5: Assemble the butt-joint arc-shaped formwork and pour the stiffening column; install the extended diagonal support on the zero diagonal support, and connect the upper through-and-extended support to the end of the truss, with the extended diagonal support supporting the end of the truss.

[0013] Preferably, the steel pipes in the stiffened column are processed according to the cross-sectional shape and location of the upper and lower through-supports in the truss support. Symmetrical support openings matching the cross-sectional shape of the upper and lower through-supports are cut on both sides of the steel pipe. The cross-sectional dimensions of the upper and lower support openings are larger than those of the upper and lower through-supports, respectively, for the installation of the upper and lower through-supports. Based on the number of vertical main reinforcement bars in the stiffened column, the number of main reinforcement fixing ribs on the cross-section of the steel pipe is determined, and these ribs are synchronously installed at the same interval along the longitudinal direction of the steel pipe. The length of the main reinforcement fixing rib is equal to the net distance between the main reinforcement bar and the steel pipe, the thickness of the main reinforcement fixing rib is less than the diameter of the main reinforcement bar, and the height of the main reinforcement fixing rib is 2 to 3 times the diameter of the main reinforcement bar. The main reinforcement fixing ribs have through holes, and the side edges of the main reinforcement fixing ribs are concave. A hoisting rope is used to hoist the steel pipe to the predetermined position in the stiffened column through the support opening.

[0014] As a preferred option, after the steel pipes in the rigid column are installed on site, the upper through-bracing extension supports and the lower through-bracing supports are hoisted and connected to the support openings at the top and bottom of the steel pipes in sequence. Then, the pipes are leveled through the support openings. After that, a vertical end plate is welded to one side of the support opening, and a shortened main reinforcement fixing rib is welded to the vertical end plate on the same side of the support opening. The length of the shortened main reinforcement fixing rib is the static distance between the vertical end plate and the main reinforcement. The vertical end plate is a rectangular steel plate with bolt holes for connection between them. After adjusting the positions of the upper through-bracing extension supports and the lower through-bracing supports, the upper through-bracing extension supports and the lower through-bracing supports are welded to the outer wall of the steel pipe using arc rib plates. Finally, a vertical end plate is also installed at the other end of the upper through-bracing extension supports and the lower through-bracing supports to complete the installation of the upper through-bracing extension supports and the lower through-bracing supports.

[0015] Preferably, after the lower through-bracing is installed, vertical end plates are welded to both ends of the No. 0 inclined support. The vertical end plates on the side of the lower through-bracing without main reinforcement fixing ribs are temporarily bolted and fixed through the vertical end plates on the inclined section of the No. 0 inclined support. The two adjacent vertical end plates of the No. 0 inclined support and the lower through-bracing support are welded together. Both the No. 0 inclined support and the upper through-bracing extended support extend beyond the section of the stiffened column to be poured.

[0016] Preferably, formwork connecting plates and ribs are symmetrically welded to both sides of the web of the upper through-bolt support and the zero-angle support. The cross-sectional hollow area of ​​the formwork connecting plate is consistent with that of the upper through-bolt support and the zero-angle support. The ribs are welded to the inside of the formwork connecting plate and intersect with the web of the upper through-bolt support or the zero-angle support. A transition T-plate is welded between the upper through-bolt support and the zero-angle support. The transition T-plate extends below the zero-angle support to the bottom height of the lower through-bolt support. The flange width of the transition T-plate is the same as the cross-sectional width of the truss support where the formwork connecting plate is located. The thickness of the transition T-plate is equal to the radial outward distance between the main reinforcement and the butt-joint arc formwork, that is, the sum of the center distance between the main reinforcement and the butt-joint arc formwork, the radius of the main reinforcement, and half the thickness of the butt-joint arc formwork. The side positions of the formwork connecting plate and the transition T-plate are consistent with the side positions of the stiffened column formwork.

[0017] As a preferred method, the vertical main reinforcement bars of the stiffened column are installed sequentially along the longitudinal direction of the steel pipe using the pre-set main reinforcement fixing ribs. Each main reinforcement bar is temporarily fixed by steel wire through the holes on the main reinforcement fixing ribs. After all nodes of the main reinforcement bars in each longitudinal section are temporarily fixed, they are welded and fixed at the contact points between the main reinforcement bars and the main reinforcement fixing ribs. In the sections where the main reinforcement bars coincide with the upper through-bracing extension support and the lower through-bracing support, the main reinforcement bars are broken up vertically. The broken ends of the main reinforcement bars are welded to the top of the upper through-bracing extension support and the bottom of the transition T-plate below the zero-number inclined support, respectively. After all the vertical main reinforcement bars are welded, protective rings are set at equal intervals in the longitudinal direction on each main reinforcement bar. The protective rings are connected to the main reinforcement bars by welding with diagonal reinforcement bars.

[0018] When tying stirrups, within the area enclosed by the upper through-bracing extension support and the lower through-bracing support, when a stirrup intersects with the upper through-bracing extension support, the stirrup is broken and welded to the web of the upper through-bracing extension support; when a stirrup intersects with the transition T-plate, the stirrup is broken and welded to the web of the transition T-plate; when a stirrup intersects with the zero-number oblique support, the stirrup is broken and welded to the web of the zero-number oblique support.

[0019] As a preferred option, two sets of butt-joint arc-shaped templates are used as templates for the stiff column formwork outside the area enclosed by the upper through-through extended support and the lower through-through support. When the butt-joint arc-shaped templates are assembled, the joint is filled with the vertical joint of the template, and the connection is made by spot welding for temporary fixation and then continuous sealing welding.

[0020] The rigid column formwork within the area enclosed by the upper through-through extended support and the lower through-through support uses two sets of butt-joint arc-shaped templates as templates. The connection between the butt-joint arc-shaped templates and the formwork connecting plate or transition T-plate is also achieved by filling the gaps with the template vertical joints and then sealing and welding them for fixation.

[0021] Preferably, after the concrete has hardened, the formwork is longitudinally cut along the vertical joint and the butt-joint arc-shaped formwork is removed. Then, the extended inclined support is hoisted along the axial direction of the zero inclined support. The web of the extended inclined support is provided with an arc rib plate. One end of the extended inclined support and the zero inclined support are welded with a vertical end plate, and the other end is welded with a wedge-shaped end plate. By setting a cable between the arc rib plate below the extended support and the arc rib plate on the extended inclined support, the posture and position of the extended inclined support are adjusted. Then, the extended inclined support is first bolted and then welded to the zero inclined support through the adjacent vertical end plates. After the extended inclined support is installed, the bottom surface of the wedge-shaped end plate is horizontal, the middle of the top surface of the wedge-shaped end plate is high, and the sides are linearly lower.

[0022] Preferably, after the extended inclined support is installed, a pair of horizontal tie wedges are placed on the wedge end plate. The inclination of the horizontal tie wedges is consistent with the linear decrease on both sides of the wedge end plate. Horizontal through tie holes are provided on the horizontal tie wedges. The two horizontal tie wedges are connected by tie bolts. Then, the horizontality and height of the horizontal tie wedges on the wedge end plate are adjusted by tie bolts.

[0023] An upright end plate is installed at the end of the truss and connected to the upright end plate at the outer end of the upper through-through extended support. The lower part of the truss end stands on the upper part of the horizontal tie wedge plate. After the spatial position of the truss end is adjusted to the correct position, it is temporarily fixed to the upper through-through extended support by bolting through the adjacent upright end plates. Then, welding is carried out at the joints of the adjacent upright end plates, the joints of the truss end and the horizontal tie wedge plate, and the joints of the horizontal tie wedge plate and the wedge end plate. After that, the cable between the upper through-through extended support and the extended oblique support is removed, and the installation of the truss end is completed.

[0024] The truss support embedded at the stiffened column node is obtained by any of the methods described above.

[0025] The beneficial effects of this invention are:

[0026] 1) This invention creatively proposes to pre-embed truss supports in segments and in stages during the construction of the stiffened column structure, forming an integral triangular structure with the vertical main steel frame of the stiffened column structure. Its integrity and stiffness are far superior to traditional pre-embedded anchor bolts, steel brackets or other steel structures, and its technical advantages are significant.

[0027] 2) This invention fully considers the problem of the overlap between the truss support embedding and connection process and the progress of the stiffened column steel cage and formwork. It proposes technical measures such as welding the main reinforcement fixing ribs, setting the support opening, and installing the formwork connecting plate and transition T plate to solve the problem of the overlap between the truss support installation and the stiffened column construction. In particular, it overcomes the problem of the difficulty of steel bar binding and formwork under different cross sections, and has significant technical advantages.

[0028] 3) Before installation at the end of a large truss or the end of a large-span shell structure, the extension oblique support can be precisely adjusted into place by the cooperation between the preset tension cables and the horizontal tie wedge plates, ensuring the installation accuracy of the embedded truss support and the end of the large truss or the end of the large-span shell structure. Attached Figure Description

[0029] Figure 1 This is a construction process flow diagram of the embedded truss support at the stiffened column joint;

[0030] Figure 2 This is a processing diagram of the front side of the steel pipe;

[0031] Figure 3 This is a machining drawing of the side of the steel pipe;

[0032] Figure 4 yes Figure 3 AA section diagram;

[0033] Figure 5 yes Figure 3 BB section diagram;

[0034] Figure 6 yes Figure 3 CC section diagram in the image;

[0035] Figure 7 This is a schematic diagram of the installation of the upper through-through extended support and the lower through-through support;

[0036] Figure 8 yes Figure 7 DD cross-section diagram;

[0037] Figure 9 yes Figure 7 EE section diagram;

[0038] Figure 10 This is a schematic diagram of the installation of the No. 0 inclined support;

[0039] Figure 11 This is a schematic diagram of the welding of the formwork connecting plate and the transition T-plate;

[0040] Figure 12 yes Figure 11 FF cross-section diagram;

[0041] Figure 13 yes Figure 11 GG cross-section diagram in the middle;

[0042] Figure 14 yes Figure 11 HH cross-sectional diagram in the middle;

[0043] Figure 15 This is a schematic diagram of the construction of the vertical main reinforcement bars;

[0044] Figure 16 yes Figure 15 KK cross-section diagram in the middle;

[0045] Figure 17 yes Figure 15 LL section diagram;

[0046] Figure 18 yes Figure 15 MM section diagram;

[0047] Figure 19 This is a schematic diagram of stirrup tying construction;

[0048] Figure 20 yes Figure 19 NN cross-section diagram;

[0049] Figure 21 yes Figure 19 OO section diagram;

[0050] Figure 22 yes Figure 19 Cross-sectional view of PP;

[0051] Figure 23 This is a schematic diagram of formwork construction;

[0052] Figure 24 yes Figure 23 QQ cross-section diagram;

[0053] Figure 25 yes Figure 23 RR section diagram;

[0054] Figure 26 yes Figure 23 SS section diagram;

[0055] Figure 27 This is a schematic diagram of concrete pouring construction;

[0056] Figure 28 yes Figure 27 TT cross-section diagram;

[0057] Figure 29 yes Figure 27 UU cross-sectional diagram in the middle;

[0058] Figure 30 yes Figure 27 VV section diagram in the middle;

[0059] Figure 31 This is a schematic diagram of the installation and construction of the extended inclined support;

[0060] Figure 32 This is a diagram showing the horizontal tie-wedge plate configuration;

[0061] Figure 33 This is a schematic diagram showing the truss end installation completed.

[0062] In the diagram: 1-Steel pipe; 2-Main reinforcement fixing rib; 3-Perforation; 4-Support opening; 5-Upper through-through extended support; 6-Rib plate; 7-Upright end plate; 8-Lower through-through support; 9-No. 0 inclined support; 10-Formwork connecting plate; 11-Arc rib plate; 12-Transition T-plate; 13-Shear stud; 14-Main reinforcement; 15-Protective ring; 16-Diagonal reinforcement; 17-Stirrup; 18-Butt-joint arc-shaped formwork; 19-Vertical joint of formwork; 20-Concrete; 21-Extended inclined support; 22-Wedge-shaped end plate; 23-Cable; 24-Horizontal tie wedge plate; 25-Tie bolt; 26-Truss end. Detailed Implementation

[0063] The present invention will be further described below with reference to embodiments. The description of the embodiments below is only for the purpose of helping to understand the present invention. It should be noted that those skilled in the art can make several modifications to the present invention without departing from the principle of the present invention, and these improvements and modifications also fall within the protection scope of the claims of the present invention.

[0064] As one example, such as Figures 1 to 33 As shown, the construction method for embedding truss supports at stiffened column joints includes the following construction steps:

[0065] (1) Fabrication of steel pipe 1 in the stiffened column:

[0066] 1.1 Support opening 4 setting: Reference Figure 2 , Figure 3 , Figure 5 Based on the cross-sectional shape of the upper through-support 5 and the lower through-support 8 in the truss support, and the location of the steel pipe 1 in the stiffening column, the cross-sectional shapes of the upper through-support 5 and the lower through-support 8 can be the same or different. Determine the corresponding positions of the upper and lower support openings 4, and then use precise steel cutting methods such as laser cutting to symmetrically cut the two sides of the steel pipe 1 into support openings 4 with cross-sectional shapes similar to those of the upper through-support 5 and the lower through-support 8. The cross-sectional dimensions of the upper and lower support openings 4 should be slightly larger than those of the upper through-support 5 and the lower through-support 8 to facilitate the later installation of the upper through-support 5 and the lower through-support 8.

[0067] 1.2 Welding of main reinforcement fixing rib 2: Reference Figures 2-6 Based on the number of vertical main reinforcement bars 14 in the stiffened column, determine the number of main reinforcement fixing ribs 2 on the cross-section of the steel pipe 1, and synchronously set the main reinforcement fixing ribs 2 at the same interval along the longitudinal direction of the steel pipe 1. The main reinforcement fixing ribs 2 cannot be set at the support opening 4. The length of the main reinforcement fixing rib 2 is equal to the net distance between the main reinforcement bar 14 and the steel pipe 1. The thickness of the main reinforcement fixing rib 2 can be slightly smaller than the diameter of the main reinforcement bar 14, and the height of the main reinforcement fixing rib 2 is 2 to 3 times the diameter of the main reinforcement bar 14. The main reinforcement fixing rib 2 is provided with through holes 3, and the side edge of the main reinforcement fixing rib 2 is concave, which facilitates the temporary binding of the main reinforcement bar 14 to the side edge of the main reinforcement fixing rib 2 by steel wire through the through holes 3. After the steel pipe 1 is processed, the steel pipe 1 can be hoisted to the preset position in the stiffened column by using a hoisting rope through the support opening 4.

[0068] (2) Installation of the upper through-through extended support 5 and the lower through-through support 8:

[0069] refer to Figures 7-9After the steel pipe 1 in the stiffened column is installed on site, the pre-processed upper through-through extended support 5 and lower through-through support 8 are hoisted and connected to the support openings 4 at the upper and lower parts of the steel pipe 1 in sequence. Then, the level is adjusted and the pipe is slowly passed through the support openings 4 in the steel pipe 1. After that, the upright end plate 7 is quickly welded on one side of the through-hole 3, and the shortened main reinforcement fixing rib 2 is welded on the upright end plate 7 on the side of the through-hole 3. The length of the shortened main reinforcement fixing rib 2 is the static distance between the upright end plate 7 on the side of the through-hole 3 and the main reinforcement 14. The upright end plate 7 is a rectangular steel plate with a width and length of 14. The angle must correspond to the corresponding truss support. The upright end plate 7 is provided with bolt holes to facilitate the connection between them. After adjusting the position of the upper through-through extended support 5 and the lower through-through support 8, the rib plate 6 is used to weld and fix them to the outer wall of the steel pipe 1. Then, the gap between the upper through-through extended support 5, the lower through-through support 8 and the support opening 4 is sealed by seamless welding. Finally, the upright end plate 7 is set again at the other end of the upper through-through extended support 5 and the lower through-through support 8 to complete the installation of the upper through-through extended support 5 and the lower through-through support 8.

[0070] (3) Installation of No. 0 inclined support 9:

[0071] refer to Figure 10 After the lower through-support 8 is installed, the corresponding upright end plates 7 are welded to both sides of the pre-fabricated No. 0 inclined support 9. The upright end plates 7 on the inclined section of No. 0 inclined support 9 are bolted to temporarily fix the upright end plates 7 on the side of the lower through-support 8 without main reinforcement fixing rib 2. After adjusting the spatial position of No. 0 inclined support 9, the two adjacent upright end plates 7 are welded firmly. Both No. 0 inclined support 9 and upper through-support 5 extend beyond the section of the stiffened column to be poured.

[0072] (4) Welding of formwork connecting plate 10 and transition T-plate 12:

[0073] refer to Figures 11-14The pre-fabricated formwork connecting plate 10 and corresponding rib plate 6 are symmetrically welded to both sides of the web of the upper through-bolt 5 and the zero-degree inclined support 9. The cross-sectional shape and size of the formwork connecting plate 10 are consistent with the shape and size of the cross-sectional hollow area of ​​the upper through-bolt 5 and the zero-degree inclined support 9. The rib plate 6 is welded to the inner side of the formwork connecting plate 10 and intersects with the web of the truss support. The transition T plate 12 is welded between the upper through-bolt 5 and the zero-degree inclined support 9, and at the zero-degree inclined support... 9 extends downwards to the bottom of the lower through support 8. The flange width of the transition T plate 12 is the same as the cross-sectional width of the truss support where the formwork connecting plate 10 is located. The thickness of the transition T plate 12 is equal to the radial outward distance between the main reinforcement 14 and the butt-joint curved formwork 18, that is, the sum of the center distance between the main reinforcement 14 and the butt-joint curved formwork 18 plus the radius of the main reinforcement 14 and the thickness of the butt-joint curved formwork 18 1 / 2. The side positions of the formwork connecting plate 10 and the transition T plate 12 are consistent with the side positions of the stiffened column formwork.

[0074] (5) Construction of vertical main reinforcement bar 14:

[0075] 5.1 Welding after temporary curing: Refer to Figures 15-18 Using the pre-set main reinforcement fixing ribs 2, the vertical main reinforcements 14 of the stiffened column are installed sequentially along the longitudinal direction of the steel pipe 1. The main reinforcements 14 are temporarily fixed by steel wires through the through holes 3 on the main reinforcement fixing ribs 2. After all the main reinforcements 14 in a certain longitudinal section are temporarily fixed, they are welded and fixed at the contact point between the main reinforcements 14 and the main reinforcement fixing ribs 2. In the section where the main reinforcements 14 coincide with the truss support, the main reinforcements 14 are broken up vertically and welded sequentially to the top of the upper through-extension support 5 and the bottom of the transition T plate 12 of the extension section below the zero-number inclined support 9.

[0076] 5.2 Protection ring 15 settings: Refer to Figures 15-18 After all the vertical main bars 14 are welded, protective rings 15 are set at equal intervals. The protective rings 15 are connected to the main bars 14 by welding with diagonal bars 16. This ensures the thickness of the protective layer of the main bars 14 and facilitates the later formwork erection work.

[0077] (6) Stirrup 17 binding:

[0078] 6.1 Standard stirrup 17 binding: Reference Figure 19 , Figure 22 The reinforcement binding and installation outside the area enclosed by the upper through-support 5 and the lower through-support 8 can be carried out using conventional methods.

[0079] 6.2 Binding of non-standard stirrups 17: Refer to Figures 19-21Within the area enclosed by the upper through-through extended support 5 and the lower through-through support 8, when the stirrup 17 intersects with the upper through-through extended support 5, the stirrup 17 is disconnected and welded to the web of the upper through-through extended support 5; when the stirrup 17 intersects with the transition T plate 12, the stirrup 17 is disconnected and welded to the web of the transition T plate 12; when the stirrup 17 intersects with the zero-number oblique support 9, the stirrup 17 is disconnected and welded to the web of the zero-number oblique support 9.

[0080] (7) Rigid column formwork:

[0081] 7.1 Standard template setup: Refer to Figure 23 , Figure 26 The rigid column formwork outside the area enclosed by the upper through-through extended support 5 and the lower through-through support 8 is supported by two sets of butt-joint arc-shaped templates 18 and two sets of template vertical joints 19. The butt-joint arc-shaped templates 18 are made of aluminum alloy templates with good flexibility, and the template vertical joints 19 are high-strength alloy pipes that are easy to weld. When the butt-joint arc-shaped templates 18 are assembled, the template vertical joints 19 are used to fill the gaps between the butt-joint arc-shaped templates 18, and the connection is completed by spot welding for temporary fixation and then continuous sealing welding, thus completing the standard template support operation.

[0082] 7.2 Non-standard template erection: Refer to Figures 23-25 Within the area enclosed by the upper through-through extended support 5 and the lower through-through support 8, the rigid column formwork is supported by two sets of butt-joint arc-shaped templates 18 and three sets of template vertical joints 19; the connection between adjacent butt-joint arc-shaped templates 18 is the same as described in 7.1; the connection between the butt-joint arc-shaped templates 18 and the formwork connecting plate 10 and the transition T plate 12 is also achieved by filling the gaps with template vertical joints 19 and then sealing and welding them for fixation.

[0083] (8) 20 mm of reinforced concrete was poured for the stiffened column:

[0084] refer to Figures 27-30 After the rigid column formwork is completed, concrete 20 is poured into the cavity inside the steel pipe 1 and the cavity between the steel pipe 1 and the butt-joint arc formwork 18 in sequence. Self-compacting concrete 20 can be used to pour the narrow cavity inside the steel pipe 1. In the cavity between the steel pipe 1 and the butt-joint arc formwork 18, conventional concrete 20 is poured by vibration.

[0085] (9) Installation of extended oblique support 21:

[0086] refer to Figure 31After the concrete 20 is poured, solidified, and hardened, the butt-joint arc-shaped formwork 18 on the outside of the stiffened column is removed. The butt-joint arc-shaped formwork 18 can be removed by cutting along the vertical joint 19 of the formwork. The removed butt-joint arc-shaped formwork 18 can be reused. After the formwork is removed, the pre-processed extended inclined support 21 with arc ribs 11 on the upper web is hoisted and connected along the axis of the zero inclined support 9. The inner side of the extended inclined support 21 is welded with a vertical end plate 7, and the outer side is welded with a wedge-shaped end plate 22. The posture and position of the extended inclined support 21 are adjusted by setting a cable 23 between the arc ribs 11 below the extended support 5 and the arc ribs 11 on the extended inclined support 21. Then, the extended inclined support 21 is bolted and then welded to the zero inclined support 9 through the adjacent vertical end plate 7. The wedge-shaped end plate 22 is set to be horizontal, high in the middle and linearly lower at both ends.

[0087] (10) Horizontal tie plate 24 is set:

[0088] refer to Figure 32 After the extended inclined support 21 is installed, a pair of horizontal tie wedge plates 24 are placed directly on the wedge end plate 22. The inclination of the horizontal tie wedge plates 24 is consistent with that of the wedge end plate 22. The horizontal tie wedge plates 24 pass through tie holes and are connected by tie bolts 25. They are then placed on the wedge end plate 22 at the horizontal end of the extended inclined support 21. Then, by adjusting the tie, the horizontality and height of the horizontal tie wedge plates 24 on the wedge end plate 22 are finely adjusted to be in place, thus completing the installation of the embedded truss support at the stiffened column node.

[0089] (11) Installation at truss end 26:

[0090] refer to Figure 33 The truss end 26 is provided with an upright end plate 7, which is connected to the outer end of the upper through-extension support 5. The lower part of the truss end 26 stands on the upper part of the horizontal tie wedge plate 24. After the spatial position of the truss end 26 is adjusted into place, and the horizontal tie wedge plate 24 is slightly adjusted, it is temporarily fixed by bolting the adjacent upright end plates 7. Then, welding is performed at the joints of the adjacent upright end plates 7, the joints of the truss end 26 and the horizontal tie wedge plate 24, and the joints of the horizontal tie wedge plate 24 and the wedge end plate 22. After that, the cable 23 between the upper through-extension support 5 and the extended oblique support 21 is removed, and the installation of the truss end 26 is completed.

Claims

1. A construction method for embedding truss supports at stiffened column joints, characterized in that, The construction steps include the following: Step 1: Cut two sets of support holes of different heights symmetrically on both sides of the steel pipe, and set the main reinforcement fixing ribs on the steel pipe. Step 2: The upper through-through extended support and the lower through-through support pass through the support openings of the upper and lower parts, and vertical end plates are installed at both ends of the upper through-through extended support and the lower through-through support; the upper through-through extended support extends beyond the cross section of the stiffened column to be poured. Step 3: Splice the No. 0 inclined support at one end of the lower through support through the vertical end plate. The No. 0 inclined support extends beyond the section of the stiffened column to be poured. Step 4: Weld formwork connecting plates on both sides of the web of the upper through-through extended support and the zero inclined support. Weld transition T-plates between the upper through-through extended support and the zero inclined support, and below the zero inclined support. Step 4: Install vertical main reinforcement bars using the main reinforcement fixing ribs, and set a protective ring on each main reinforcement bar; install stirrups; Step 5: Assemble the butt-joint arc-shaped formwork and pour the stiffening column; install the extended diagonal support on the zero diagonal support, and connect the upper through-and-extended support to the end of the truss, with the extended diagonal support supporting the end of the truss.

2. The construction method for embedding truss supports at stiffened column joints according to claim 1, characterized in that, Based on the cross-sectional shape and location of the upper and lower through-supports in the truss support, the steel pipes in the stiffened column are processed. Symmetrical support openings matching the cross-sectional shapes of the upper and lower through-supports are cut on both sides of the steel pipe. The cross-sectional dimensions of the upper and lower support openings are larger than those of the upper and lower through-supports, respectively, for the installation of the upper and lower through-supports. Based on the number of vertical main reinforcement bars in the stiffened column, the number of main reinforcement fixing ribs on the steel pipe cross-section is determined, and these ribs are synchronously installed at the same intervals along the longitudinal direction of the steel pipe. The length of the main reinforcement fixing rib is equal to the net distance between the main reinforcement bar and the steel pipe, the thickness of the main reinforcement fixing rib is less than the diameter of the main reinforcement bar, and the height of the main reinforcement fixing rib is 2 to 3 times the diameter of the main reinforcement bar. The main reinforcement fixing ribs have through holes, and the side edges of the main reinforcement fixing ribs are concave. A hoisting rope is used to hoist the steel pipe to the predetermined position in the stiffened column through the support opening.

3. The construction method for embedding truss supports at stiffened column joints according to claim 1, characterized in that, After the steel pipes in the rigid column are installed on site, the upper through-support and the lower through-support are hoisted and connected to the support openings at the top and bottom of the steel pipe in sequence. Then, the pipe is leveled through the support openings. After that, a vertical end plate is welded to one side of the support opening, and a shortened main reinforcement fixing rib is welded to the vertical end plate on the same side of the support opening. The length of the shortened main reinforcement fixing rib is the static distance between the vertical end plate and the main reinforcement. The vertical end plate is a rectangular steel plate with bolt holes for connection between them. After adjusting the positions of the upper through-support and the lower through-support, the upper through-support and the lower through-support are welded to the outer wall of the steel pipe using arc rib plates. Finally, a vertical end plate is also installed at the other end of the upper through-support and the lower through-support, completing the installation of the upper through-support and the lower through-support.

4. The construction method for embedding truss supports at stiffened column joints according to claim 1, characterized in that, After the lower through-bracing is installed, weld the vertical end plates to both ends of the No. 0 inclined bearing. Use the vertical end plates on the inclined section of the No. 0 inclined bearing to temporarily fix the vertical end plate on the side of the lower through-bracing bearing without the main reinforcement fixing rib. Weld the two adjacent vertical end plates of the No. 0 inclined bearing and the lower through-bracing bearing. The zero-degree inclined support and the upper through-through extended support both extend beyond the cross section of the stiffened column to be poured.

5. The construction method for embedding truss supports at stiffened column joints according to claim 1, characterized in that, Using the pre-set main reinforcement fixing ribs, the vertical main reinforcements of the stiffened column are installed sequentially along the longitudinal direction of the steel pipe. Each main reinforcement is temporarily fixed by steel wire through the holes on the main reinforcement fixing ribs. After all nodes of the main reinforcements in each longitudinal section are temporarily fixed, they are welded and fixed at the contact points between the main reinforcements and the main reinforcement fixing ribs. In the sections where the main reinforcements coincide with the upper through-bracing extension support and the lower through-bracing support, the main reinforcements are broken up vertically. The ends of the broken main reinforcements are welded to the top of the upper through-bracing extension support and the bottom of the transition T-plate below the zero-number inclined support, respectively. After all the vertical main reinforcements are welded, protective rings are set at equal intervals longitudinally on each main reinforcement. The protective rings are connected to the main reinforcements by welding with diagonal reinforcements. When tying stirrups, within the area enclosed by the upper through-bracing extension support and the lower through-bracing support, when a stirrup intersects with the upper through-bracing extension support, the stirrup is broken and welded to the web of the upper through-bracing extension support; when a stirrup intersects with the transition T-plate, the stirrup is broken and welded to the web of the transition T-plate; when a stirrup intersects with the zero-number oblique support, the stirrup is broken and welded to the web of the zero-number oblique support.

6. The construction method for embedding truss supports at stiffened column joints according to claim 3, characterized in that, The rigid column formwork outside the section enclosed by the upper through-through extended support and the lower through-through support uses two sets of butt-joint arc-shaped templates as templates. When the butt-joint arc-shaped templates are assembled, the joint is filled with the vertical joint of the template, and the connection is made by spot welding for temporary fixation and then continuous sealing welding. The rigid column formwork within the area enclosed by the upper through-through extended support and the lower through-through support uses two sets of butt-joint arc-shaped templates as templates. The connection between the butt-joint arc-shaped templates and the formwork connecting plate or transition T-plate is also achieved by filling the gaps with the template vertical joints and then sealing and welding them for fixation.

7. The construction method for embedding truss supports at stiffened column joints according to claim 6, characterized in that, After the concrete has solidified and hardened, cut longitudinally along the vertical joint of the formwork and remove the butt-joint arc-shaped formwork; then hoist the extension inclined support along the axis of the zero inclined support. The web of the extension inclined support is provided with an arc rib plate. One end of the extension inclined support and the zero inclined support are welded with a vertical end plate, and the other end is welded with a wedge-shaped end plate; by setting a cable between the arc rib plate below the upper through-through extended support and the arc rib plate on the extension inclined support, adjust the posture and position of the extension inclined support. Then, the extension inclined support is first bolted and then welded to the zero inclined support through the adjacent vertical end plates. After the extended inclined support is installed, the bottom surface of the wedge-shaped end plate is horizontal, the top surface of the wedge-shaped end plate is high in the middle, and the sides are linearly lower.

8. The construction method for embedding truss supports at stiffened column joints according to claim 7, characterized in that, After the extended inclined support is installed, a pair of horizontal tie wedges are placed on the wedge end plate. The inclination of the horizontal tie wedges is consistent with the linear decrease on both sides of the wedge end plate. Horizontal through tie holes are set on the horizontal tie wedges. The two horizontal tie wedges are connected by tie bolts. Then, the horizontality and height of the horizontal tie wedges on the wedge end plate are adjusted by tie bolts. An upright end plate is installed at the end of the truss and connected to the upright end plate at the outer end of the upper through-through extended support. The lower part of the truss end stands on the upper part of the horizontal tie wedge plate. After the spatial position of the truss end is adjusted to the correct position, it is temporarily fixed to the upper through-through extended support by bolting through the adjacent upright end plates. Then, welding is carried out at the joints of the adjacent upright end plates, the joints of the truss end and the horizontal tie wedge plate, and the joints of the horizontal tie wedge plate and the wedge end plate. After that, the cable between the upper through-through extended support and the extended oblique support is removed, and the installation of the truss end is completed.

9. A truss support embedded at a stiffened column joint, characterized in that, Obtained by the method described in any one of claims 1 to 8.

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