Subtype box girder column support conversion node and welding method thereof
By designing the Y-shaped box girder column support transition node and adopting a scientific welding sequence and component setup, the difficulties in unloading and unwelding during assembly and welding, as well as the control of welding deformation, were solved, thereby improving the stability of the transition node and the welding quality.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Patents(China)
- Current Assignee / Owner
- SHANGHAI CONSTR JIANGSU STEEL STRUCTURE CO LTD
- Filing Date
- 2023-08-17
- Publication Date
- 2026-07-14
Smart Images
Figure CN117166612B_ABST
Abstract
Description
Technical Field
[0001] This invention belongs to the field of steel structure building technology, specifically the A-shaped box girder column support transition node and its welding method. Background Technology
[0002] Currently, the main platform structure in the steel structure of the salt mine bears the transformation of the lower circular tube support column and the box-type structure of the ship loader base tower. The salt mine operating platform is mainly composed of A-shaped box girder and rectangular box girder components. There are many fully penetrated stiffened plates inside the box structure at the A-shaped box girder column support transformation node position. When assembling and welding, it is necessary to consider the unloading and unwelding and the control of welding deformation.
[0003] CN100453750C discloses a box-section beam-column joint structure and its welding method. Three horizontal steel plates with the same cross-section as the inner section of the box-section steel column and four steel pads are staggered and spot-welded to form a stiffening inner diaphragm. The stiffening inner diaphragm is then spot-welded to the lower flange plate of the box-section steel column. This method solves the problems of high process difficulty, low success rate, slow welding speed, and poor weld mechanical properties caused by excessively large molten pool in electroslag welding of ultra-thick plates (thickness greater than 40mm). However, when there are multiple stiffening plates, it is not possible to effectively control the unloading and unwelding during assembly welding and the welding deformation.
[0004] Therefore, a new technical solution is needed to solve the above-mentioned technical problems. Summary of the Invention
[0005] The technical problem to be solved by the present invention is to provide a method for welding a box girder column support transition node and its welding method, which solves the problems of difficult assembly and welding control during assembly and welding, ensures accurate installation of each component, guarantees welding quality, and makes the overall structure of the transition node stable.
[0006] To address the aforementioned technical issues, this invention provides a transition node for a box girder column support. Two web plates are provided on both sides along the length of the lower flange plate, with both web plates interrupted to form a transition node. The two facing web plates are connected by a node diaphragm and a secondary beam diaphragm. A trapezoidal insert plate is welded to each of the two ends of the transition node. A variable cross-section plate and an upper flange plate are welded to the top edge of the trapezoidal insert plate, with a variable cross-section plate on each side of the upper flange plate. The upper flange plate is parallel to the lower flange plate and welded to the two web plates. A middle web plate is provided between the two trapezoidal insert plates. A support node plate is welded to the lower flange plate of the transition node, and the support node plate is welded to the bottom edge of the trapezoidal insert plates. An internal stiffening plate and an internal sealing plate are welded between the two trapezoidal insert plates on the outer side of the middle web plate. The internal stiffening plate is located below the internal sealing plate, and the two plates are joined together. A supporting circular tube column is provided on the bottom surface of the support node plate, and a box-shaped corbel is provided on the top surface of the upper flange plate of the transition node.
[0007] By adopting the above technical solution, internal stiffening plates and internal sealing plates are installed at the transition node through trapezoidal inserts, variable cross-section plates are welded on the upper flange plate, and support node plates are welded on the lower flange plate. The transition node is reinforced by the intermediate web plate, trapezoidal inserts, internal stiffening plates, and internal sealing plates, resulting in a compact, stable structure with reasonable stress distribution.
[0008] Preferably, a reinforcing diaphragm is provided on the conversion node, and the reinforcing diaphragm is welded to the lower flange plate and the two side web plates.
[0009] By adopting the above technical solution, the strength of the structure at the transition node is increased by strengthening the fixed connection between the partition plate, the two side web plates, and the lower flange plate.
[0010] Preferably, the intermediate web plate is welded to the trapezoidal insert plate, the lower flange plate, the upper flange plate, and the variable cross-section plate.
[0011] By adopting the above technical solution, an intermediate web is set at the transition node, and the upper and lower flange plates, trapezoidal insert plates and variable cross-section plates are assembled together. The transition node is subjected to reasonable stress, which further stabilizes the structure.
[0012] Preferably, the internal stiffening plate is welded to the trapezoidal inserts on both sides and the supporting node plate.
[0013] By adopting the above technical solution, an internal stiffening plate is set outside the intermediate web, making the stress distribution at the transition node more reasonable and the structure more stable.
[0014] Preferably, the top edge of the internal sealing plate is welded to the top edge of the internal stiffening plate, the trapezoidal inserts on both sides, and the edge of the upper flange plate.
[0015] By adopting the above technical solution, an internal sealing plate connected to the internal stiffening plate is set outside the intermediate web plate, which further makes the stress of the transition node reasonable and the structure stable.
[0016] Preferably, an external stiffening plate and an external sealing plate are provided on the outer side of the trapezoidal insert plate, and the external stiffening plate is welded to the support node plate, the trapezoidal insert plate, and the web plates on both sides.
[0017] By adopting the above technical solution, external stiffening plates and external sealing plates are set at the intersection of the trapezoidal insert plate and the web plates on both sides, which further strengthens the structural strength at the transition node and makes the force transmission more reasonable.
[0018] Preferably, an external sealing plate is provided on the external stiffening plate, and the external sealing plate is welded to the top edge, trapezoidal insert plate and two side web plates of the external stiffening plate.
[0019] By adopting the above technical solution, the external sealing plate closes the port formed by the top of the external stiffening plate, the trapezoidal insert, and the two side webs, making the stress at the transition node more reasonable and further enhancing the structural stability.
[0020] Welding method for the support conversion joint of the sub - shaped box girder column, including the following steps:
[0021] The first step: The assembly jig for the sub - shaped box girder is made of I - beams and steel plates and fixed on the platform.
[0022] The second step: Before the assembly of the sub - shaped box girder, the splicing of the part plates is completed. The lower flange plate of the sub - shaped box girder is hoisted and positioned, and the node diaphragm plate and the secondary beam diaphragm plate are hoisted and positioned with the on - site beveled end as the reference.
[0023] 1) The fillet welds between the secondary beam diaphragm plate corresponding to the secondary beam and the node diaphragm plate of the conversion joint and the lower flange plate are all full - penetration welds CP, and the bevel is in the form of backing strip welding.
[0024] The third step: The two side webs of the sub - shaped box girder are hoisted and positioned, and the fillet welds between the node diaphragm plate, the secondary beam diaphragm plate and the two side webs are welded from the middle to both ends.
[0025] 1) The fillet welds between the two side webs and the lower flange plate are all full - penetration welds CP, and the bevel is in the form of backing strip welding.
[0026] 2) The fillet welds between the secondary beam diaphragm plate corresponding to the secondary beam and the node diaphragm plate of the conversion joint and the two side webs are all full - penetration welds CP, and the bevel is in the form of backing strip welding.
[0027] The fourth step: Weld and install the horizontal diaphragm plate corresponding to the secondary beam flange and the strengthening diaphragm plate of the conversion joint.
[0028] 1) The fillet welds between the horizontal diaphragm plate corresponding to the secondary beam, the secondary beam diaphragm plate and the two side webs are all full - penetration welds CP, and the bevel is in the form of backing strip welding.
[0029] 2) The fillet welds between the strengthening diaphragm plate of the conversion joint and the lower flange plate and the two side webs are all full - penetration welds CP, and the bevel is in the form of backing strip welding.
[0030] The fifth step: Weld and install the trapezoidal insert plate corresponding to the box - type bracket of the conversion joint.
[0031] 1) The fillet welds between the trapezoidal insert plate and the lower flange plate are all full - penetration welds CP, and the bevel is in the form of backing strip welding.
[0032] 2) The fillet welds between the two side webs and the trapezoidal insert plate are all full - penetration welds CP, and the bevel is in the form of backing strip welding.
[0033] The sixth step: Before covering the upper flange plate, NDT inspection of the internal diaphragm plates of the box girder is required. After passing the flaw detection inspection, the cover plate is applied. The self - combination welding of the sub - shaped box girder uses SAW for backing, filling and surfacing.
[0034] 1) The butt weld between the variable cross-section plate on the upper flange plate and the body is a full penetration CP weld, and the groove is welded in the root clearing welding form. After the flaw detection is qualified, the butt weld needs to be ground flat.
[0035] 2) The fillet welds between the sub-assembled and combined sub-Z-shaped box girders are all full penetration welds CP, and the groove is welded in the backing plate welding form.
[0036] 3) The fillet weld between the trapezoidal insert plate and the upper flange plate is a full penetration weld CP, and the groove is welded in the backing plate welding form.
[0037] 4) The secondary beam diaphragm corresponding to the secondary beam and the upper flange plate are in tight contact and not welded.
[0038] Step 7: Weld the intermediate web plate and the bottom support node plate of the conversion node.
[0039] 1) The fillet welds between the intermediate web plate of the conversion node and the periphery are all full penetration welds CP, and the groove is welded in the backing plate welding form.
[0040] 2) The weld between the support node plate and the lower flange plate is welded in the form of a single-sided fillet weld around.
[0041] 3) The fillet weld between the trapezoidal insert plate and the support node plate is a full penetration weld CP, and the groove is welded in the root clearing welding form.
[0042] Step 8: Weld the internal stiffening plates and the internal sealing plates of the conversion node.
[0043] 1) The fillet welds between the internal stiffening plates of the trapezoidal insert plate and the trapezoidal insert plates on both sides and the support node plate are all full penetration welds CP, and the groove is welded in the backing plate welding form.
[0044] 2) The fillet weld between the internal sealing plate of the trapezoidal insert plate of the conversion node and the framework is a partial penetration weld PP.
[0045] Step 9: Weld the external stiffening plates and the external sealing plates of the conversion node.
[0046] 1) The fillet weld between the external stiffening plate of the trapezoidal insert plate of the conversion node and the support node plate is a full penetration weld CP, and the groove is welded in the backing plate welding form.
[0047] 2) The fillet welds between the external stiffening plate of the trapezoidal insert plate of the conversion node and the other three sides are partial penetration welds PP.
[0048] 3) The weld between the external sealing plate of the trapezoidal insert plate of the conversion node and the framework is welded in the form of a single-sided fillet weld.
[0049] Step 10: Weld the box-shaped bracket and the supporting circular pipe column, and assemble and weld the box-shaped bracket with the body after it is closed.
[0050] 1) The fillet welds between the self-assembled box brackets are full penetration welds (CP), and the bevels are made using backing plate welding.
[0051] 2) The full penetration weld between the box-type bracket and the end cap plate is a full penetration weld CP, and the bevel is made of backing plate welding.
[0052] 3) The full penetration weld between the box-type bracket and the upper flange is a full penetration weld CP, and the bevel is made of backing plate welding.
[0053] 4) The full penetration weld between the supporting circular tube column and the supporting node plate is a full penetration weld CP, and the bevel is made of backing plate welding.
[0054] By adopting the above-mentioned technical solutions and welding methods, and through scientific design, welding is carried out sequentially and the transition nodes are assembled in a reasonable manner. This solves the problems of difficulty in unloading and unwelding during assembly and welding, as well as the difficulty in controlling welding deformation, due to the large number of stiffening plates, such as reinforcing partitions, internal and external stiffening plates. This ensures accurate installation of each component, guarantees welding quality, improves the overall structural stability of the transition nodes, and ensures the installation accuracy of the steel structure.
[0055] Compared with the prior art, the present invention has the following advantages:
[0056] 1. In this invention, an internal stiffening plate and an internal sealing plate are installed at the transition node by means of a trapezoidal insert plate, a variable cross-section plate is welded on the upper flange plate, and a support node plate is welded on the lower flange plate. The transition node is reinforced by the intermediate web plate, trapezoidal insert plate, internal stiffening plate, and internal sealing plate, resulting in a compact, stable structure with reasonable stress distribution.
[0057] 2. The present invention increases the structural strength at the transition node by strengthening the fixed connection between the partition plate and the two side web plates and the lower flange plate.
[0058] 3. The welding method of this invention, through scientific design and sequential welding, rationally assembles the transition nodes one after another, solving the problems of difficulty in unloading and unwelding during assembly and welding, as well as the difficulty in controlling welding deformation due to the large number of stiffening plates, such as reinforcing partitions, internal and external stiffening plates. This ensures accurate installation of each component, guarantees welding quality, improves the overall structural stability of the transition node, and ensures the installation accuracy of the steel structure. Attached Figure Description
[0059] Figure 1 This is a schematic diagram of the structure of the present invention.
[0060] Figure 2 This is a schematic diagram of step two of the present invention.
[0061] Figure 3 This is a schematic diagram of step three of the present invention.
[0062] Figure 4This is a schematic diagram of step four of the present invention.
[0063] Figure 5 This is a schematic diagram of step five of the present invention.
[0064] Figure 6 This is a schematic diagram of step six of the present invention.
[0065] Figure 7 This is a schematic diagram of step seven of the present invention.
[0066] Figure 8 This is a schematic diagram of step eight of the present invention.
[0067] Figure 9 This is a schematic diagram of step nine of the present invention.
[0068] Figure 10 This is a schematic diagram of step ten of the present invention.
[0069] In the figure, 1. Lower flange plate, 2. Node diaphragm, 3. Transition node, 4. Secondary beam diaphragm, 5. Side webs, 6. Horizontal diaphragm, 7. Reinforcing diaphragm, 8. Trapezoidal insert plate, 9. Variable cross-section plate, 10. Upper flange plate, 11. Intermediate web, 12. Support node plate, 13. Internal stiffening plate, 14. Internal sealing plate, 15. External stiffening plate, 16. External sealing plate, 17. Supporting circular tube column, 18. Box corbel. Detailed Implementation
[0070] like Figure 1As shown, the transition node of the Y-shaped box girder column support has two web plates 5 set on both sides along the length of the lower flange plate 1. Both web plates 5 are interrupted to form a transition node 3. The two web plates 5 facing each other are connected by a node diaphragm 2 and a secondary beam diaphragm 4. A reinforcing diaphragm 7 is set on the transition node 3. The reinforcing diaphragm 7 is welded to the lower flange plate 1 and the two web plates 5. The reinforcing diaphragm 7 is fixedly connected to the two web plates 5 and the lower flange plate 1 to increase the strength of the structure at the transition node 3. A trapezoidal insert plate 8 is welded to each of the two ports of the transition node 3. A variable cross-section plate 9 and an upper flange plate 10 are welded to the top edge of the trapezoidal insert plate 8. A variable cross-section plate 9 is set on each side of the upper flange plate 10. The upper flange plate 10 is parallel to the lower flange plate 1 and is welded to the web plates 5 on both sides. An intermediate web plate 11 is set between the two trapezoidal insert plates 8. A support node plate 12 is welded to the lower flange plate 1 of the transition node 3. The support node plate 12 is welded to the bottom edge of the trapezoidal insert plate 8. An internal stiffening plate 13 and an internal sealing plate 14 are welded between the two trapezoidal insert plates 8 on the outside of the intermediate web plate 11. The internal stiffening plate 13 is below the internal sealing plate 14, and the two plates are connected. The internal sealing plate 14 is welded to the top edge of the internal stiffening plate 13, the trapezoidal insert plates 8 on both sides, and the edge of the upper flange plate 10. An additional internal sealing plate 14 connected to the internal stiffening plate 13 is set outside the intermediate web plate 11 to further make the transition node 3 reasonably stressed and structurally stable. A supporting circular tube column 17 is provided on the bottom surface of the supporting node plate 12, and a box-shaped bracket 18 is provided on the top surface of the upper flange plate 10 of the transition node 3. In this application, an internal stiffening plate 13 and an internal sealing plate 14 are installed in the transition node 3 through a trapezoidal insert plate 8. A variable cross-section plate 9 is welded on the upper flange plate 10, and a supporting node plate 12 is welded on the lower flange plate 1. The transition node 3 is reinforced by the intermediate web plate 11, the trapezoidal insert plate 8, the internal stiffening plate, and the internal sealing plate, resulting in a compact, stable structure with reasonable stress distribution.
[0071] The intermediate web plate 11 is welded to the trapezoidal insert plate 8, the lower flange plate 1, the upper flange plate 10, and the variable cross-section plate 9. The intermediate web plate 11 is installed at the transition node 3, assembling the upper and lower flange plates 1, the trapezoidal insert plate 8, and the variable cross-section plate 9 together. The transition node 3 experiences reasonable stress distribution, further stabilizing the structure. The internal stiffening plate 13 is welded to the trapezoidal insert plates 8 on both sides and the supporting node plate 12. An internal stiffening plate 13 is installed outside the intermediate web plate 11, making the stress distribution at the transition node 3 more reasonable and the structure more stable.
[0072] An external stiffening plate 15 and an external sealing plate 16 are provided on the outer side of the trapezoidal insert plate 8. The external stiffening plate 15 is welded to the support node plate 12, the trapezoidal insert plate 8, and the two side web plates 5. The external stiffening plate 15 and the external sealing plate 16 are provided at the intersection of the trapezoidal insert plate 8 and the two side web plates 5 to further enhance the structural strength at the transition node 3 and make the force transmission more reasonable.
[0073] An external sealing plate 16 is provided on the external stiffening plate 15. The external sealing plate 16 is welded to the top edge, trapezoidal insert plate 8, and two side web plates 5 of the external stiffening plate 15. The external sealing plate 16 closes the port formed by the top of the external stiffening plate 15, the trapezoidal insert plate 8, and the two side web plates 5, making the stress at the transition node 3 more reasonable and further enhancing the structural stability.
[0074] The assembly and welding of the column support transition node of the Y-shaped box girder includes the following steps:
[0075] Step 1: The assembly jig for the I-beam box girder is made of I-beams and steel plates and fixed to a sturdy platform to ensure that the components remain level and stable during assembly and welding operations. The horizontal jig is measured with a laser theodolite, and the flatness tolerance is controlled within ±1mm. Before use, the horizontal jig must be inspected and confirmed by the owner to meet the project requirements for flatness and stability.
[0076] Step 2: Before assembling the Y-shaped box girder, the splicing of the component plates must be completed. Before splicing, the splicing position and segment length must be submitted to the owner in writing for approval, and splicing can be carried out after obtaining approval. The lower flange plate 1 of the Y-shaped box girder is hoisted and positioned, and then the node diaphragm 2 and the secondary beam diaphragm 4 are hoisted and positioned based on the bevel end on site.
[0077] 1) The fillet welds between the secondary beam diaphragm 4 and the node diaphragm 2 of the transition node and the lower flange plate 1 are required to be full penetration welds (CP), and the bevel is made of backing plate weld.
[0078] Step 3: Hoist and position the web plates 5 on both sides of the A-shaped box girder, and weld the fillet welds between the node diaphragm 2, the secondary beam diaphragm 4 and the web plates 5 on both sides from the middle to both ends. Pay attention to controlling welding deformation during welding.
[0079] 1) The fillet welds between the webs 5 on both sides of the box girder and the lower flange 1 are required to be full penetration welds (CP), and the bevels are made using backing plate welding.
[0080] 2) The fillet welds between the secondary beam diaphragm 4 corresponding to the secondary beam and the node diaphragm 2 corresponding to the transition node and the webs 5 on both sides are required to be full penetration welds (CP), and the bevel should be made using a backing plate weld. The node diaphragm 2 corresponding to the transition node is in the middle, and the secondary beam diaphragm 4 corresponding to the secondary beam is on the outside of the node diaphragm 2.
[0081] Step 4: Install and weld the horizontal diaphragm 6 corresponding to the secondary beam flange and the reinforcing diaphragm 7 at the transition node.
[0082] 1) The fillet welds between the horizontal diaphragm 6, the transverse diaphragm 4, and the webs 5 on both sides of the secondary beam are required to be full penetration welds (CP), and the bevels should be made using backing plate welds. The horizontal diaphragm 6 is located between the two transverse diaphragms 4 of the secondary beam.
[0083] 2) The fillet welds between the stiffening diaphragm 7 at the conversion node 3 and the lower flange plate 1 and the two side webs 5 are required to be full penetration welds (CP), and the groove is in the form of backing weld.
[0084] Step 5: Weld and install the trapezoidal insert plate 8 corresponding to the box-shaped bracket 18 at the conversion node position.
[0085] 1) The fillet welds between the trapezoidal insert plate 8 and the lower flange plate 1 are required to be full penetration welds (CP), and the groove is in the form of backing weld.
[0086] 2) The fillet welds between the two side webs 5 and the trapezoidal insert plate 8 are required to be full penetration welds (CP), and the groove is in the form of backing weld.
[0087] Step 6: Before installing the upper flange cover plate, NDT inspection of the internal diaphragms of the box-shaped structure is required. After passing the inspection, the cover plate is installed. For the self-assembled welding of the sub-shaped box girder, SAW is used for backing, filling and surfacing. For the butt joint of the box-shaped structure at the on-site connection port, a 300-mm slow welding is reserved for the self-splicing weld to facilitate the adjustment and control of the cross-sectional dimensions during on-site connection, and finally welded on-site.
[0088] 1) The butt weld between the variable cross-section plate 9 of the upper flange plate 10 at the conversion node and the main body is required to be full penetration (CP), and the groove is in the form of back gouging. After passing the inspection, the butt weld needs to be ground flat.
[0089] 2) The fillet welds between the self-splicing combinations of the sub-shaped box girder are required to be full penetration welds (CP), and the groove is in the form of backing weld. <https: / / patentscope.wipo.int / search / en / detail.jsf?docId=WO2018177774A1&recNum=0000194&queryString=*&tab=PCT_DOCS&returnHighlight=on&returnType=HTML&highlightType=fulltext&docClass=A&prevSearch=*&sortOption= relevance&sortOrder=descending&scope=&page=1&_=1532747828834>
[0090] 3) The fillet weld between the trapezoidal insert plate 8 and the upper flange plate 10 is required to be full penetration weld (CP), and the groove is in the form of backing weld.
[0091] 4) The secondary beam corresponding to the secondary beam diaphragm 4 and the upper flange plate 10 are in tight contact and not welded.
[0092] Step 7: Weld and install the middle web 11 of the conversion node and the bottom support node plate 12.
[0093] 1) The fillet welds between the middle web 11 of the conversion node and the periphery are required to be full penetration welds (CP), and the groove is in the form of backing weld.
[0094] 2) The weld between the support node plate 12 and the lower flange plate 1 is required to be welded in a one-week single-sided fillet weld form, with a fillet size of 20 mm.
[0095] 3) The fillet weld between the trapezoidal insert plate 8 and the support node plate 12 is required to be full penetration weld (CP), and the groove is in the form of back gouging.
[0096] Step 8: Weld and install the internal stiffening plates and internal sealing plates of the conversion node
[0097] 1) The fillet welds between the internal stiffening plate 13 of the transition node trapezoidal insert plate 8 and the trapezoidal insert plates 8 on both sides and the support node plate 12 are required to be full penetration welds (CP), and the bevels are made of backing plate welds.
[0098] 2) The fillet weld between the inner sealing plate 14 of the trapezoidal insert plate 8 and the frame of the conversion node is required to be a partial penetration weld (PP). The bevel adopts a single-sided 40° bevel with a 2mm root. The natural angle should be considered when opening the bevel.
[0099] Step 9: Install and weld the external stiffening plate 15 and the external sealing plate of the transition node.
[0100] 1) The fillet weld between the external stiffening plate 15 of the trapezoidal insert plate 8 of the conversion node and the support node plate 12 is required to be a full penetration weld (CP), and the bevel is made of backing plate welding.
[0101] 2) The fillet weld between the outer stiffening plate 15 of the trapezoidal insert plate 8 and the other three sides of the conversion node is required to be a partial penetration weld (PP). The bevel adopts a single-sided 40° bevel with a 2mm root. The natural angle should be considered when opening the bevel.
[0102] 3) The weld between the outer sealing plate 16 of the trapezoidal insert plate 8 of the conversion node and the frame shall be a single-sided fillet weld with a weld size of 8mm.
[0103] Step 10: Weld the box-shaped bracket 18 and the supporting round tube column 17. The box-shaped bracket 18 should be assembled and welded to the main body after being closed in a small manner.
[0104] 1) The fillet welds between the self-assembled box brackets 18 are required to be full penetration welds (CP), and the bevels are made using backing plate welding.
[0105] 2) The corner joint full penetration weld between the box bracket 18 and the end cap plate is required to be a full penetration weld (CP), and the bevel is made of backing plate welding.
[0106] 3) The corner joint full penetration weld between the supporting box bracket 18 and the upper flange plate 10 is required to be a full penetration weld (CP), and the bevel is made of backing plate welding.
[0107] 4) The corner joint full penetration weld between the supporting circular pipe column 17 and the supporting node plate 12 is required to be a full penetration weld (CP), and the bevel is made of backing plate welding.
[0108] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.
Claims
1. Welding method for the support conversion joint of the sub - shaped box girder column, including the following steps: The first step: The assembly jig for the sub - shaped box girder is made of I - beams and steel plates and fixed on the platform; The second step: Before the assembly of the sub - shaped box girder, complete the splicing of the part plates. Hoist and position the lower flange plate of the sub - shaped box girder, and hoist and position the node diaphragm plate and the secondary beam diaphragm plate based on the groove end on - site; 1) The fillet welds between the secondary beam diaphragm plate corresponding to the secondary beam and the node diaphragm plate of the conversion joint and the lower flange plate are all full - penetration welds CP, and the groove adopts the form of backing strip welding; The third step: Hoist and position the two side webs of the sub - shaped box girder, and weld the fillet welds between the node diaphragm plate, the secondary beam diaphragm plate and the two side webs from the middle to both ends; 1) The fillet welds between the two side webs and the lower flange plate are all full - penetration welds CP, and the groove adopts the form of backing strip welding; 2) The fillet welds between the secondary beam diaphragm plate corresponding to the secondary beam and the node diaphragm plate of the conversion joint and the two side webs are all full - penetration welds CP, and the groove adopts the form of backing strip welding; The fourth step: Install and weld the horizontal diaphragm plate corresponding to the secondary beam flange and the strengthening diaphragm plate of the conversion joint; 1) The fillet welds between the horizontal diaphragm plate corresponding to the secondary beam, the secondary beam diaphragm plate and the two side webs are all full - penetration welds CP, and the groove adopts the form of backing strip welding; 2) The fillet welds between the strengthening diaphragm plate of the conversion joint and the lower flange plate and the two side webs are all full - penetration welds CP, and the groove adopts the form of backing strip welding; The fifth step: Install and weld the trapezoidal insert plate corresponding to the box - type bracket of the conversion joint; 1) The fillet welds between the trapezoidal insert plate and the lower flange plate are all full - penetration welds CP, and the groove adopts the form of backing strip welding; 2) The fillet welds between the two side webs and the trapezoidal insert plate are all full - penetration welds CP, and the groove adopts the form of backing strip welding; The sixth step: Before covering the upper flange plate, conduct NDT inspection on the internal diaphragm plates of the box. After passing the flaw detection inspection, cover the plate; The self - combination welding of the sub - shaped box girder uses SAW for backing, filling and covering; 1) The butt weld between the variable - cross - section plate and the body on the upper flange plate is a full - penetration CP, and the groove adopts the form of root - clearing welding; After passing the flaw detection, the butt weld needs to be ground flat; 2) The fillet welds between the self - splicing combinations of the sub - shaped box girder are all full - penetration welds CP, and the groove adopts the form of backing strip welding; 3) The fillet weld between the trapezoidal insert plate and the upper flange plate is a full - penetration weld CP, and the groove adopts the form of backing strip welding; 4) The secondary beam diaphragm plate corresponding to the secondary beam and the upper flange plate are tightly abutted and not welded; The seventh step: Install and weld the middle web of the conversion joint and the bottom support node plate; 1) The fillet welds between the middle web of the conversion joint and the periphery are all full - penetration welds CP, and the groove adopts the form of backing strip welding; 2) The weld between the support node plate and the lower flange plate adopts the form of single - sided fillet weld for one week; 3) The fillet weld between the trapezoidal insert plate and the support node plate is a full - penetration weld CP, and the groove adopts the form of root - clearing welding; The eighth step: Install and weld the internal stiffening plates and internal sealing plates of the conversion joint; 1) The fillet welds between the internal stiffening plates of the trapezoidal insert plate and the two side trapezoidal insert plates and the support node plate are all full - penetration welds CP, and the groove adopts the form of backing strip welding; 2) The fillet weld between the internal sealing plate of the trapezoidal insert plate of the conversion node and the frame is a partial penetration weld PP; Step 9: Install and weld the external stiffening plate and external sealing plate of the transition node; 1) The fillet weld between the external stiffening plate of the trapezoidal insert plate of the conversion node and the supporting node plate is a full penetration weld CP, and the bevel adopts the backing plate weld form; 2) The fillet weld between the outer stiffening plate of the trapezoidal insert plate of the conversion node and the other three sides is a partial penetration weld PP; 3) The weld between the outer sealing plate of the trapezoidal insert plate of the conversion node and the frame adopts the single-sided fillet weld form; Step 10: Weld the box-shaped brackets and supporting round columns. After the box-shaped brackets are assembled, they are welded to the main body. 1) The fillet welds between the self-assembled box-type brackets are full penetration welds (CP), and the bevels are made using backing plate welding. 2) The full penetration weld between the box-type bracket and the end cap plate is a full penetration weld CP, and the bevel is made of backing plate welding. 3) The full penetration weld between the box-type bracket and the upper flange is a full penetration weld CP, and the bevel is made of backing plate welding. 4) The full penetration weld between the supporting circular tube column and the supporting node plate is a full penetration weld CP, and the bevel is made of backing plate welding.
2. The welding method for the column support transition node of the I-shaped box girder according to claim 1, characterized in that: A reinforcing diaphragm is provided on the conversion node, and the reinforcing diaphragm is welded to the lower flange plate and the two side web plates.
3. The welding method for the column support transition node of the I-shaped box girder according to claim 1, characterized in that: The intermediate web plate is welded to the trapezoidal insert plate, the lower flange plate, the upper flange plate, and the variable cross-section plate.
4. The welding method for the column support transition node of the I-shaped box girder according to claim 1, characterized in that: The internal stiffening plate is welded to the trapezoidal inserts on both sides and the supporting node plate.
5. The welding method for the column support transition node of the I-shaped box girder according to claim 1, characterized in that: The inner sealing plate is welded to the top edge of the inner stiffening plate, the trapezoidal inserts on both sides, and the edge of the upper flange plate.
6. The welding method for the column support transition node of the I-shaped box girder according to claim 1, characterized in that: An external stiffening plate and an external sealing plate are provided on the outer side of the trapezoidal insert plate. The external stiffening plate is welded to the support node plate, the trapezoidal insert plate, and the two side web plates.
7. The welding method for the column support transition node of the I-shaped box girder according to claim 1, characterized in that: An external sealing plate is provided on the external stiffening plate, and the external sealing plate is welded to the top edge, trapezoidal insert plate and two side web plates of the external stiffening plate.