Novel large-span prestressed hybrid connection node segmental beam frame and construction method

Abstract

The invention provides a novel large-span prestressed hybrid connection node segmental beam frame and a construction method. The frame comprises prefabricated columns, prefabricated assembled segmental beams, prestressed tendons, beam midspan steel bars and node connecting area steel bars. A prestressed tendon hole channel is reserved in the node area of the prefabricated column. An upper steel bar hole channel and a lower steel bar hole channel are pre-buried in the node area of the prefabricated column. The prefabricated assembly segmental beams are single-span prefabricated prestressed concrete beam segmental beams. The device is arranged at the beam bottom in the beam span, and generation and development of cracks in the beam span can be effectively controlled. A prestressed tendon bonding section with a certain length is arranged at the midspan position so as to prevent the steel strand from being integrally softened and losing efficacy in a fire disaster, and it can also be guaranteed that the beam midspan control section still has a certain bearing capacity once the prestressed tendon anchoring failure occurs at the beam end. And the beam end joint part can be poured by adopting fiber concrete or ECC concrete, so that the anti-cracking performance of the beam end is improved.

Description

Technical Field

[0001] The present invention relates to the technical field of building structures, and in particular to a novel large-span prestressed hybrid connection node segment beam frame and a construction method. Background Art

[0002] In recent years, with the rapid development of social economy, the scale of buildings has also been developing towards an increasingly larger trend. Large-scale conference and exhibition centers, ultra-large-span industrial buildings, ultra-large underground garages, airport terminals, large-scale shopping centers, etc. in modern cities all have a wide demand for large-span prefabricated and assembled structures.

[0003] The large-span prestressed concrete prefabricated frame with curved prestressed tendons inherits the excellent self-reset and energy dissipation performance of the hybrid connection node, while taking into account the effective control of beam cracks in the large-span structure.

[0004] However, due to their large size, large-span precast concrete beams face transportation challenges such as route restrictions, difficulty securing them, high requirements for transport vehicles, and significant transportation difficulties. On-site hoisting of large-span concrete beams requires ensuring that the hoisting equipment has sufficient load-bearing capacity and that the beams do not deform or crack during hoisting and installation. This increases the difficulty of on-site installation and construction, and complicates on-site safety management. Furthermore, large-span precast concrete beams have even higher requirements during prefabrication. Consequently, the transportation and construction of existing large-span prestressed hybrid-connected concrete prefabricated frames present significant challenges, hindering their widespread application in large-span prefabricated frame structures.

[0005] Therefore, it is very necessary to develop a large-span prestressed concrete assembled frame with safe and reliable connection, convenient transportation, easy construction, and good crack resistance and earthquake resistance. Summary of the Invention

[0006] The purpose of the present invention is to provide a novel large-span prestressed hybrid connection node segment beam frame and a construction method to solve the problems existing in the prior art.

[0007] The technical solution adopted to achieve the purpose of the present invention is as follows: a new type of large-span prestressed hybrid connection node segment beam frame, including prefabricated columns, prefabricated assembled segment beams, prestressed tendons, beam mid-span steel bars and node connection area steel bars.

[0008] The precast column is a precast concrete column. A prestressed tendon channel I is reserved in the node area of ​​the precast column. A plurality of steel bar channels I are arranged on the upper and lower sides of the prestressed tendon channel I.

[0009] The prefabricated segmental beam is a single-span prestressed concrete beam. The two ends of the prefabricated segmental beam along its length are marked as end A and end B, respectively. The prefabricated segmental beam can be split along its length into an edge segment beam piece I, several middle segment beam pieces, and an edge segment beam piece II.

[0010] The side segment beam piece I comprises a beam piece body I and a beam end joint. The beam piece body I is an overall rectangular cross-section beam. Notches are provided at both the top and bottom of the beam piece body I. The beam end joint is provided at end A of the beam piece body I, and a splicing surface is provided at end B. The side segment beam piece II comprises a beam piece body II and a beam end joint. The beam piece body II is an overall rectangular cross-section beam. Notches are provided at both the top and bottom of the beam piece body II. The splicing surface is provided at end A of the beam piece body II, and a splicing surface is provided at end B. The middle segment beam piece is an overall rectangular cross-section beam. Splicing surfaces are provided at both ends of the middle segment beam piece. The splicing surfaces of adjacent segment beam pieces have shear key teeth that can be abutted against each other. Adjacent segment beam pieces are bonded using a sealant. The side segment beam piece I, several middle segment beam pieces, and the side segment beam piece II are assembled to form the beam body of the prefabricated assembled segment beam. The beam body I, several mid-segment beams, and beam body II are combined to form the beam body. Prestressed tendon duct II is arranged within the beam body of the prefabricated segmental beam. Several mid-span steel bars are arranged in the beam body. The mid-span steel bars are arranged along the length of the beam body. Both ends of the mid-span steel bars are accommodated in notches. The beam end joint is cast using fiber reinforced concrete or ECC concrete. Steel bar duct II corresponding to steel bar duct I is arranged within the beam end joint. Prestressed grouting duct overflow holes are provided on beam body I and beam body II. The prestressed grouting duct extends from the overflow hole in the width direction and connects prestressed tendon duct II to the outside through the overflow hole.

[0011] The prefabricated columns and prefabricated assembled segmented beams have gaps reserved at the beam-column joint surface. Fiber cement slurry is poured into the gaps. The steel bar channel I and steel bar channel II are combined to form a steel bar accommodating channel. The node connection area steel bars are inserted into the steel bar accommodating channel. The node connection area steel bars are provided with unbonded sections at the beam ends. Both ends of the node connection area steel bars extend into corresponding notches. The node connection area steel bars are connected to the corresponding beam mid-span steel bars. The prestressed tendon channel I and prestressed tendon channel II are combined to form a prestressed tendon accommodating channel. The prestressed tendons are inserted into the prestressed tendon accommodating channel. The sagittal line shape of the prestressed tendons in the beam is that they are arranged curvedly above the center of the cross-section at the beam ends and curvedly at the bottom of the beam at the mid-span.

[0012] Furthermore, column longitudinal reinforcement and stirrups are also provided in the column body of the prefabricated column.

[0013] Furthermore, the steel bars in the mid-span of the beam are connected to the steel bars in the corresponding node connection areas by mechanical connection or welding.

[0014] Furthermore, the prefabricated columns are prefabricated in multiple layers.

[0015] Furthermore, the prestressed tendons are locally bonded prestressed tendons, and a prestressed tendon bonding section of a certain length is provided at the mid-span position.

[0016] Furthermore, the sealing material at the joint surface of adjacent segment beams is epoxy resin glue or fiber cement slurry. The fiber cement slurry is a mixture of steel fiber and cement slurry.

[0017] The present invention also provides a novel construction method for a large-span prestressed hybrid connection node segment beam frame, wherein the segment beams are bonded with epoxy resin glue, comprising the following steps:

[0018] 1) Install prefabricated columns and install temporary steel brackets on the side walls of the prefabricated columns. Install temporary movable supports on the lower side of the joints of each prefabricated segment beam.

[0019] 2) Brush epoxy resin structural adhesive on the shear key teeth of the prefabricated segmental beam, lift and position and install each prefabricated assembled segmental beam.

[0020] 3) Temporary prestressing is applied on both sides of the edge segment beam piece I and the edge segment beam piece II to squeeze the epoxy resin glue. After the epoxy resin glue solidifies, the temporary prestressing device can be removed.

[0021] 4) The reinforcement in the middle of the beam span is passed through the reinforcement hole I of the side column node into the reinforcement hole II, so that the two ends of the reinforcement in the middle of the beam span are respectively accommodated in the grooves of the side segment beam piece I and the side segment beam piece II.

[0022] 5) Insert the steel bars of the node connection area into the steel channel II through the notch. After passing through the steel channel II, the steel bars of the node connection area pass through the notch at the beam end on the other side of the midpoint.

[0023] 6) Connect the steel bars in the node connection area to the corresponding steel bars in the beam span by mechanical connection or welding.

[0024] 7) Pour fiber cement slurry into the beam-column joint surface, steel bar channel II, and steel bar channel II in the node area. Then pour fine stone concrete into the groove.

[0025] 8) After the fiber cement slurry and concrete strength reaches the design requirements, prestressed tendons are tensioned. Prestressed grouting is performed through the prestressed grouting holes from the overflow holes at the local bonding areas.

[0026] 9) Remove the steel corbels used as temporary supports and withdraw the temporary mobile supports.

[0027] The present invention also provides a novel construction method for a large-span prestressed hybrid connection node segment beam frame, wherein the segment beams are bonded with fiber cement slurry, comprising the following steps:

[0028] 1) Install prefabricated columns and install temporary steel brackets on the side walls of the prefabricated columns. Install temporary movable supports on the lower side of the joints of each prefabricated segment beam.

[0029] 2) Lift each prefabricated assembled segment beam and position and install it.

[0030] 3) The reinforcement in the middle of the beam span is passed through the reinforcement hole I of the side column node into the reinforcement hole II, so that the two ends of the reinforcement in the middle of the beam span are respectively accommodated in the grooves of the side segment beam piece I and the side segment beam piece II.

[0031] 4) Insert the steel bars of the node connection area into the steel channel II through the notch. After passing through the steel channel II, the steel bars of the node connection area pass through the notch at the beam end on the other side of the midpoint.

[0032] 5) Connect the steel bars in the node connection area to the corresponding steel bars in the beam span by mechanical connection or welding.

[0033] 6) Pour fiber cement slurry into the beam-column joint surface, steel bar channel II, steel bar channel II in the node area, and the beam splicing surface of each segment. Then pour fine stone concrete into the groove.

[0034] 7) After the fiber cement slurry and concrete strength reaches the design requirements, prestressed tendons are tensioned. Prestressed grouting is performed through the prestressed grouting holes from the overflow holes at the local bonding areas.

[0035] 8) Remove the steel corbels used as temporary supports and withdraw the temporary mobile supports.

[0036] The technical effects of the present invention are unquestionable:

[0037] A. Arranging beams into segments can effectively address the transportation issues of large-span precast concrete beams, such as limited transport routes, difficulty securing, high requirements for transport vehicles, and difficulty in transportation. It can also effectively address the difficulty in hoisting large-span precast concrete beams and the high requirements for hoisting equipment, effectively preventing deformation and cracks in the concrete beams.

[0038] B. The shear keys of each precast concrete segmental beam can effectively improve the shear resistance of the beam. The use of epoxy resin glue or fiber cement slurry to bond the segments can make the segmental beam have excellent mechanical properties and protect the concrete and steel bars from air and water erosion due to the joints.

[0039] C. The upper and lower reinforcements at the joints of precast concrete segmental beams are continuous, effectively preventing brittle bending failure of the beam in the event of prestressed tendon failure, thus ensuring the mechanical properties of the beam.

[0040] D. Precast beams are equipped with both prestressed tendons and energy-absorbing steel bars. Under severe earthquakes, the prestressed tendons are essentially in an elastic working state, ensuring good post-earthquake self-reset performance.

[0041] E. Prestressed tendons are arranged at the beam ends in a curved pattern slightly above the center of the cross-section. This utilizes the large span-to-height ratio of long-span prestressed beams. This effectively controls the large plastic deformation of the prestressed tendons caused by excessive bending moment increments at the beam ends during major earthquakes, avoids excessive prestress loss, ensures good self-reset capability, and improves the crack resistance of the beam ends. In the mid-span, prestressed tendons are arranged at the bottom of the beam to effectively control the initiation and development of cracks in the span. Fiber reinforced concrete or ECC concrete is used in the beam end joints to improve the crack resistance of the beam ends.

[0042] F. A certain length of prestressed tendon bonding section is provided at the mid-span position. This prevents the steel strands from softening and failing as a whole during a fire. It also ensures that if the prestressed tendon anchorage fails at the beam end, the mid-span control section still has a certain bearing capacity.

[0043] G. Configure the node connection area steel bars for energy dissipation and set a certain length of unbonded section at the beam end to make the hybrid connection node have better energy dissipation performance. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] Figure 1 This is a schematic diagram of a new type of large-span prestressed hybrid connection node segment beam frame structure;

[0045] Figure 2 This is a schematic diagram of the prefabricated column structure; Figure 2 a is a schematic diagram of the prefabricated column plane. Figure 2 b is a three-dimensional schematic diagram of the prefabricated column;

[0046] Figure 3 This is a schematic diagram of the precast segmental beam structure; Figure 3 a is a schematic diagram of the precast edge segment beam plane. Figure 3 b is a three-dimensional schematic diagram of the precast edge segment beam. Figure 3 c is the schematic diagram of the prefabricated middle segment beam. Figure 3 d is a three-dimensional schematic diagram of the precast mid-segment beam.

[0047] In the figure: precast column 1, prestressed tendon channel I 101, steel bar channel I 102, column longitudinal reinforcement 103, precast assembled segmental beam 2, beam body 201, beam end joint 202, notch 203, shear key tooth group 204, prestressed tendon channel II 205, steel bar channel II 206, prestressed grouting channel self-overflow hole 207, prestressed tendon 3, beam mid-span reinforcement 4, node connection area reinforcement 5, unbonded section 501, steel bar sleeve 6, beam-column joint surface 7. DETAILED DESCRIPTION

[0048] The present invention will be further described below with reference to the following examples, but it should not be understood that the scope of the present invention is limited to the following examples. Without departing from the above technical ideas of the present invention, various substitutions and modifications can be made according to common technical knowledge and customary means in the art, and all should be included in the scope of protection of the present invention.

[0049] Example 1:

[0050] See also Figures 1 to 3 This embodiment discloses a novel large-span prestressed hybrid connection node segment beam frame, including prefabricated columns 1, prefabricated assembled segment beams 2, prestressed tendons 3, beam mid-span steel bars 4 and node connection area steel bars 5.

[0051] The precast column 1 is a precast concrete column. Prestressed tendon ducts I 101 are pre-reserved in the joint area of ​​the precast column. Upper and lower reinforcement ducts II 102 are pre-embedded in the joint area of ​​the precast column 1. The upper and lower reinforcement ducts I 102 are respectively arranged above and below the prestressed tendon duct I 101.

[0052] The prefabricated segmental beam 2 is a single-span prestressed concrete beam. The two ends of the prefabricated segmental beam 2 along its length are marked as end A and end B, respectively. The prefabricated segmental beam 2 can be split along its length into an edge segment beam piece I, several middle segment beam pieces, and an edge segment beam piece II.

[0053] The side segment beam piece I includes a beam piece body I and a beam end joint 202. The beam piece body I is a rectangular cross-section beam as a whole. Notches 203 are provided at the top and bottom of the beam piece body I. The beam end joint 202 is provided at the A end of the beam piece body I, and a splicing surface is provided at the B end. The side segment beam piece II includes a beam piece body II and a beam end joint 202. The beam piece body II is a rectangular cross-section beam as a whole. Notches 203 are provided at the top and bottom of the beam piece body II. The splicing surface is provided at the A end of the beam piece body II, and the beam end joint 202 is provided at the B end. The middle segment beam piece is a rectangular cross-section beam as a whole. Splicing surfaces are provided at both ends of the middle segment beam piece. The splicing surfaces of adjacent segment beam pieces have shear key teeth 204 that can be butted against each other. Adjacent segment beam pieces are bonded with a sealing material. The side segment beam piece I, several mid-segment beam pieces, and side segment beam piece II are assembled to form the beam body of the prefabricated segmental beam 2. The beam body I, several mid-segment beam pieces, and beam body II are combined to form the beam body 201. The beam body of the prefabricated segmental beam 2 is arranged with prestressed tendon ducts II 205 and upper and lower reinforcement ducts II 206. The beam body 201 is provided with several upper and lower mid-span reinforcement bars 4 arranged mid-span. These reinforcement bars 4 are arranged along the length of the beam body 201. Both ends of the reinforcement bars 4 are accommodated in notches 203. The beam end joint 202 is cast using fiber reinforced concrete or ECC concrete. Rebar ducts 206 corresponding to the reinforcement ducts I 102 are arranged in the beam end joint 202. Prestressed grouting ducts and overflow holes 207 are provided in the beam body I and beam body II. The prestressed grouting channel extends from the overflow hole 207 along the width direction, and the prestressed grouting channel connects the prestressed tendon channel II 205 with the outside from the overflow hole 207.

[0054] A gap is reserved between the prefabricated column 1 and the prefabricated assembled segmented beam 2 at the beam-column joint surface 7. Fiber cement slurry is poured into the gap. The steel bar channel I 102 and the steel bar channel II 206 are combined to form a steel bar accommodating channel. The node connection area steel bars 5 are inserted into the steel bar accommodating channel. The node connection area steel bars 5 are provided with unbonded sections 501 at the beam ends. Both ends of the node connection area steel bars 5 extend into corresponding notches 203. The node connection area steel bars 5 are connected to the corresponding steel bars 4 in the mid-span of the beam. The prestressed tendon channel I 101 and the prestressed tendon channel II 205 are combined to form a prestressed tendon accommodating channel. The prestressed tendon 3 is inserted into the prestressed tendon accommodating channel. The sagittal line shape of the prestressed tendon 3 in the beam is curved, arranged slightly above the center of the cross-section at the beam ends, and curved, arranged at the bottom of the beam at the mid-span.

[0055] Gaps are left between the assembled segmented beams 2 for bonding using epoxy resin structural adhesive or fiber cement slurry. The beam segments effectively address the transportation and construction challenges of large-span precast concrete beams. The use of shear key structures, epoxy resin structural adhesive, fiber cement slurry, and continuous reinforcement at the joints between the upper and lower beams effectively enhances the beam's load-bearing capacity, preventing brittle bending failure of the beam in the event of prestressed reinforcement failure. Furthermore, the joints protect the concrete and reinforcement from air and water erosion, safeguarding the beam's mechanical properties.

[0056] The precast columns 1 and precast beams 2 have a pre-reserved gap at the beam-column joint 7. When subjected to an earthquake, cracks initially develop at this pre-reserved gap. As the earthquake force increases, component deformation and damage remain primarily concentrated at the pre-reserved gap, while other components do not suffer significant damage.

[0057] This embodiment simultaneously configures prestressed tendons 3, mid-span reinforcement 4, and node connection area reinforcement 5. Under severe earthquakes, the prestressed tendons are essentially in an elastic working state, ensuring good post-earthquake self-reset performance. The node connection area reinforcement 5, used for energy dissipation, is provided with a certain length of unbonded section 501, which improves the energy dissipation performance of the hybrid connection node. The prestressed tendons 3 are arranged at the beam end, slightly above the center of the cross-section. This effectively reduces the large plastic deformation of the prestressed tendons caused by excessive bending moment increments at the beam end during severe earthquakes, avoids excessive prestress loss, and ensures good self-reset and crack resistance. The prestressed tendons are arranged at the bottom of the beam in a curved pattern at the mid-span, effectively controlling the initiation and development of cracks in the beam span. The provision of a certain length of bonded prestressed tendon section at the mid-span prevents the overall softening and failure of the steel strands during fires. It also ensures that if the prestressed tendon anchorage fails at the beam end, the control section in the mid-span still has a certain bearing capacity.

[0058] It is worth noting that in a large-span cast-in-place prestressed concrete frame structure, the crack control effect generated by the prestressed tendons at the beam ends is mainly provided by three parts, namely axial pressure, initial bending moment (primary bending moment) and secondary bending moment. In this embodiment, the prestressed tendons 3 are arranged at the upper center of the cross-section at the beam end. The initial bending moment generated by the prestressed tendons can improve the crack resistance of the concrete at the beam end (the axial pressure and secondary bending moment effects are still retained). In order to further improve the crack resistance of the concrete at the beam end, the beam end joint 202 can be cast with fiber concrete or ECC concrete. The casting length is determined according to design requirements and is generally about 1 times the beam height. The casting height can be the full height of the beam end, or it can be a part of the upper or lower part of the beam end section (the other parts can be cast with ordinary concrete). The beam end joint 202 is cast with fiber concrete or ECC concrete, which can also improve the compressive strength and ultimate compressive strain of the concrete, which is beneficial to controlling the damage and shedding of the concrete at the beam end under large earthquakes.

[0059] Example 2:

[0060] See also Figures 1 to 3 The main structure of this embodiment is the same as that of embodiment 1, wherein the column body of the precast column 1 is further provided with column longitudinal reinforcement 103. The node connection area reinforcement 5 is connected to the corresponding beam span reinforcement 4 using a reinforcement sleeve 6.

[0061] Example 3:

[0062] The main structure of this embodiment is the same as that of embodiment 1, wherein the beam mid-span steel bars 4 and the corresponding node connection area steel bars 5 are connected by welding.

[0063] Example 4:

[0064] The main structure of this embodiment is the same as that of embodiment 1, wherein the prefabricated column 1 is prefabricated in multiple layers.

[0065] Example 5:

[0066] The main structure of this embodiment is the same as that of embodiment 1, wherein the width of the gap between the prefabricated column 1 and the prefabricated beam 2 at the beam-column joint surface 7 is 15 to 20 mm.

[0067] Example 6:

[0068] The main structure of this embodiment is the same as that of embodiment 1, wherein the gap width of the prefabricated assembled segment beam 2 when bonded with epoxy resin glue is 1 to 3 mm; and the gap width when bonded with fiber cement slurry is 15 to 20 mm.

[0069] Example 7:

[0070] This embodiment provides a construction method for a large-span prestressed concrete prefabricated frame connection node of any one of Embodiments 1 to 5, wherein epoxy resin glue is used to bond the prefabricated segment beams, and the method includes the following steps:

[0071] 1) Install the prefabricated column 1, and install temporary steel brackets on the side walls of the prefabricated column 1, and install temporary movable supports on the lower side of the joints of each prefabricated assembled segment beam 2.

[0072] 2) Epoxy resin structural adhesive is applied to the shear key teeth 204 of the prefabricated segment beams, and each prefabricated assembled segment beam 2 is hoisted and positioned for installation.

[0073] 3) Temporary prestressing is applied on both sides of the edge segment beam piece I and the edge segment beam piece II to squeeze the epoxy resin glue. After the epoxy resin glue solidifies, the temporary prestressing device can be removed.

[0074] 4) The mid-span steel bars 4 are passed through the steel bar holes Ⅰ 102 of the side column nodes into the steel bar holes Ⅱ 206 , so that both ends of the mid-span steel bars 4 are respectively accommodated in the notches 203 of the side segment beam pieces Ⅰ and Ⅱ.

[0075] 5) Insert the node connection area steel bars 5 into the steel bar channel II 102 through the notch 203. After passing through the steel bar channel II 102, the node connection area steel bars 5 pass through the notch 203 at the beam end on the other side of the mid-node.

[0076] 6) Connect the steel bars 5 in the node connection area to the corresponding steel bars 4 in the middle of the beam span by mechanical connection or welding.

[0077] 7) Pour fiber cement slurry into the beam-column joint surface 7, the steel bar channel II 206, and the node area steel bar channel II 102. Then pour fine stone concrete into the notch 203.

[0078] 8) After the strength of the fiber cement slurry and concrete reaches the design requirements, the prestressed tendons 3 are tensioned. Prestressed grouting is performed through the prestressed grouting holes 207 at the local bonding areas.

[0079] 9) Remove the steel corbels used as temporary supports and withdraw the temporary mobile supports.

[0080] Example 8:

[0081] This embodiment provides a construction method for a large-span prestressed concrete assembled frame connection node of any one of Embodiments 1 to 5, which includes the following steps when pouring fiber cement slurry between prefabricated assembled segment beams for bonding:

[0082] 1) Install the prefabricated column 1, and install temporary steel brackets on the side walls of the prefabricated column 1, and install temporary movable supports on the lower side of the joints of each prefabricated assembled segment beam 2.

[0083] 2) Lift each prefabricated assembled segment beam 2 and position and install it.

[0084] 3) The mid-span steel bars 4 are passed through the steel bar hole Ⅰ 102 of the side column node into the steel bar hole Ⅱ 206 , so that both ends of the mid-span steel bars 4 are respectively accommodated in the notches 203 of the side segment beam piece Ⅰ and the side segment beam piece Ⅱ.

[0085] 4) Insert the node connection area steel bars 5 into the steel bar channel II 102 through the notch 203. After passing through the steel bar channel II 102, the node connection area steel bars 5 pass out from the notch 203 at the beam end on the other side of the mid-node.

[0086] 5) Connect the node connection area steel bars 5 to the corresponding beam span steel bars 4 by mechanical connection or welding.

[0087] 6) Pour fiber cement slurry into the beam-column joint surface 7, the steel bar channel II 206, the node area steel bar channel II 102, and the joint surface of each segment beam. Then pour fine stone concrete into the notch 203.

[0088] 7) After the fiber cement slurry and concrete strength reaches the design requirements, the prestressed tendons 3 are tensioned. Prestressed grouting is performed through the prestressed grouting holes 207 at the local bonding areas.

[0089] 8) Remove the steel corbels used as temporary supports and withdraw the temporary mobile supports.

Claims

1. A new type of large-span prestressed hybrid connection node segment beam frame, characterized by: It comprises a prefabricated column (1), a prefabricated assembled segment beam (2), prestressed tendons (3), beam mid-span steel bars (4) and node connection zone steel bars (5); The precast column (1) is a precast concrete column; the precast column (1) is provided with a prestressed tendon channel I (101) in a node area; a plurality of steel bar channels I (102) are arranged on the upper and lower sides of the prestressed tendon channel I (101); The prefabricated segmental beam (2) is a single-span prestressed concrete beam as a whole; the two ends of the prefabricated segmental beam (2) along the length direction are marked as end A and end B respectively; the prefabricated segmental beam (2) can be split into an edge segmental beam piece I, a plurality of middle segmental beam pieces and an edge segmental beam piece II along the length direction; The side segment beam piece I comprises a beam piece body I and a beam end joint (202); the beam piece body I is a rectangular cross-section beam as a whole; the beam top and beam bottom of the beam piece body I are both provided with notches (203); the beam end joint (202) is provided at the A end of the beam piece body I, and the splicing surface is provided at the B end; the side segment beam piece II comprises a beam piece body II and a beam end joint (202); the beam piece body II is a rectangular cross-section beam as a whole; the beam top and beam bottom of the beam piece body II are The beam pieces are all provided with notches (203); the A end of the beam piece body II is provided with a splicing surface, and the B end is provided with a beam end joint portion (202); the middle segment beam piece is a rectangular cross-section beam as a whole; the two ends of the middle segment beam piece are provided with splicing surfaces; the splicing surfaces of adjacent segment beam pieces have shear key teeth groups (204) that can be butted against each other; the adjacent segment beam pieces are bonded with a sealing material; the side segment beam piece I, a plurality of middle segment beam pieces and the side segment beam piece II are spliced ​​together to form a prefabricated assembled segment beam (2) The beam body (201) comprises a beam body I, a plurality of middle segment beams and a beam body II; a prestressed tendon hole II (205) is arranged in the beam body of the prefabricated assembled segment beam (2); the beam body (201) is provided with a plurality of beam mid-span steel bars (4) in the beam mid-span; the beam mid-span steel bars (4) are arranged along the length direction of the beam body (201); the two ends of the beam mid-span steel bars (4) are accommodated in the notches (203); the beam end joint (202 ) is cast with fiber concrete or ECC concrete; a steel bar hole II (206) corresponding to the steel bar hole I (102) is arranged in the beam end joint (202); a prestressed grouting hole self-overflow hole (207) is arranged on the beam body I and the beam body II; the prestressed grouting hole extends from the overflow hole (207) in the width direction, and the prestressed grouting hole connects the prestressed tendon hole II (205) with the outside from the overflow hole (207); The prefabricated column (1) and the prefabricated assembled segment beam (2) are provided with a gap at the beam-column joint surface (7); the gap is poured with fiber cement slurry; the steel bar channel I (102) and the steel bar channel II (206) are combined to form a steel bar receiving channel; the node connection area steel bar (5) is inserted into the steel bar receiving channel; the node connection area steel bar (5) is provided with a non-bonded section (501) at the beam end ... The two ends extend into the corresponding notches (203); the node connection area steel bars (5) are connected to the corresponding beam mid-span steel bars (4); the prestressed tendon channel I (101) and the prestressed tendon channel II (205) are combined to form a prestressed tendon accommodating channel; the prestressed tendon (3) is passed through the prestressed tendon accommodating channel; the sagittal line shape of the prestressed tendon (3) in the beam is that it is arranged in a curved line at the upper part of the cross-section center at the beam end, and is arranged in a curved line at the bottom of the beam at the mid-span of the beam.

2. The novel large-span prestressed hybrid connection node segment beam frame according to claim 1 is characterized in that: Column longitudinal reinforcement (103) and stirrups are also arranged in the column body of the prefabricated column (1).

3. The novel large-span prestressed hybrid connection node segment beam frame according to claim 1 or 2, characterized in that: The steel bars (4) in the middle of the beam span are connected to the steel bars (5) in the corresponding node connection areas by mechanical connection or welding.

4. The novel large-span prestressed hybrid connection node segment beam frame according to claim 3 is characterized in that: The node connection zone steel bars (5) are connected to the corresponding beam mid-span steel bars (4) using a steel bar sleeve (6).

5. The novel large-span prestressed hybrid connection node segment beam frame according to claim 1 is characterized in that: The prefabricated column (1) is prefabricated in multiple layers.

6. The novel large-span prestressed hybrid connection node segment beam frame according to claim 1 is characterized in that: The prestressed tendons (3) are locally bonded prestressed tendons; a prestressed tendon bonding section of a certain length is arranged at the mid-span position.

7. The novel large-span prestressed hybrid connection node segment beam frame according to claim 1 is characterized in that: The sealing material at the joint surface of adjacent segment beam pieces is epoxy resin glue or fiber cement slurry; the fiber cement slurry is a mixture of steel fiber and cement slurry.

8. The construction method of the novel large-span prestressed hybrid connection node segment beam frame according to claim 7 is characterized in that: The following steps are involved when segmental beams are bonded with epoxy resin glue: 1) Installing the prefabricated column (1), and installing a temporary steel bracket on the side wall of the prefabricated column (1), and installing a temporary movable support on the lower side of the joint of each prefabricated assembled segment beam (2); 2) Apply epoxy resin structural adhesive on the shear key teeth (204) of the prefabricated segment beams, and then hoist and position and install each prefabricated assembled segment beam (2); 3) Temporary prestress is applied on both sides of the edge segment beam piece I and the edge segment beam piece II to squeeze the epoxy resin glue, and the temporary prestress device can be removed after the epoxy resin glue solidifies; 4) inserting the mid-span steel bars (4) into the steel bar holes (206) through the side column node steel bar holes (102), so that both ends of the mid-span steel bars (4) are respectively accommodated in the grooves (203) of the side segment beam pieces (I) and the side segment beam pieces (II); 5) inserting the node connection area steel bars (5) into the steel bar channel II (102) through the notch (203); the node connection area steel bars (5) pass through the steel bar channel II (102) and then pass out through the notch (203) at the beam end on the other side of the mid-node; 6) connecting the node connection area steel bars (5) to the corresponding beam mid-span steel bars (4) by mechanical connection or welding; 7) pouring fiber cement slurry into the beam-column joint surface (7), the steel bar hole II (206) and the steel bar hole II (102) in the node area; and subsequently pouring fine stone concrete into the groove (203); 8) After the strength of the fiber cement slurry and concrete reaches the design requirements, the prestressed tendons (3) are tensioned; and prestressed grouting is performed through the prestressed grouting holes from the overflow holes (207) at the local bonding locations; 9) Remove the steel corbels used as temporary supports and withdraw the temporary mobile supports.

9. The construction method of the novel large-span prestressed hybrid connection node segment beam frame according to claim 7 is characterized in that: The following steps are involved when segmental beams are bonded using fiber cement slurry: 1) Installing the prefabricated column (1), and installing a temporary steel bracket on the side wall of the prefabricated column (1), and installing a temporary movable support on the lower side of the joint of each prefabricated assembled segment beam (2); 2) lifting each prefabricated assembled segment beam (2) and positioning and installing it; 3) inserting the beam mid-span steel bar (4) into the steel bar hole II (206) through the side column node steel bar hole I (102), so that both ends of the beam mid-span steel bar (4) are respectively accommodated in the notches (203) of the side segment beam piece I and the side segment beam piece II; 4) The node connection area steel bars (5) are passed through the notch (203) into the steel bar channel II (102); the node connection area steel bars (5) pass through the steel bar channel II (102) and then pass out from the notch (203) at the beam end on the other side of the mid-node; 5) connecting the node connection area steel bars (5) to the corresponding beam mid-span steel bars (4) by mechanical connection or welding; 6) pouring fiber cement slurry into the beam-column joint surface (7), the steel bar hole II (206), the node area steel bar hole II (102) and the joint surface of each segment beam; and then pouring fine stone concrete into the groove (203); 7) After the strength of the fiber cement slurry and concrete reaches the design requirements, the prestressed tendons (3) are tensioned; and prestressed grouting is performed through the prestressed grouting holes from the overflow holes (207) at the local bonding locations; 8) Remove the steel corbels used as temporary supports and withdraw the temporary mobile supports.

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