Novel large-span prestressed hybrid connection node segmental beam frame

Abstract

The utility model provides a novel large-span prestressed hybrid connection node segmental beam frame. 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 I is reserved in the node area of the prefabricated column. A plurality of steel bar hole channels I are formed in the upper side and the lower side of the prestressed tendon hole channel I correspondingly. A prestressed tendon hole channel II is formed in a beam body of the prefabricated assembly segmental beam. And reinforcing steel bar hole channels II corresponding to the reinforcing steel bar hole channels I are formed in the beam end joint part. The steel bar hole channel I and the steel bar hole channel II are spliced to form a steel bar containing hole channel. And the node connecting area reinforcing steel bars are arranged in the reinforcing steel bar accommodating hole channels in a penetrating manner. And the pre-stressed tendon hole channel I and the pre-stressed tendon hole channel II are spliced to form a pre-stressed tendon accommodating hole channel. The prestressed tendons are arranged in the prestressed tendon containing hole channels in a penetrating mode. The framework reasonably utilizes the characteristic that the span-to-height ratio of a large-span prestressed beam is large, and the problem in the aspect of transportation is effectively solved.

Description

Technical Field

[0001] The utility model relates to the technical field of building structures, and particularly relates to a novel large-span prestressed hybrid connection joint segment beam framework. Background Technique

[0002] Prefabricated and assembled buildings are an important strategy for China to promote supply-side structural reform and new urbanization development. In recent years, with the rapid development of the social economy, the volume scale of buildings has also shown an increasing trend. Large conference and exhibition centers, super-large-span industrial buildings, super-large underground garages, airport terminals, large-scale shopping centers, etc. in modern cities all have a wide demand for large-span prefabricated structures.

[0003] On the basis of inheriting the excellent self-centering and energy-dissipating performance of hybrid connection joints, the large-span prestressed concrete assembled frame with a curved layout of prestressing tendons also takes into account the effective control of beam cracks in large-span structures.

[0004] However, large-span precast concrete beams face problems such as route restrictions, difficulty in fixing, high requirements for transport vehicles, and great transport difficulty due to their large sizes during transportation; when hoisting large-span concrete beams on site, it is necessary to ensure that the bearing capacity of the hoisting equipment is sufficient, and the beam body will not be deformed or cracked due to hoisting and installation, thus increasing the on-site installation construction difficulty and the on-site safety management difficulty. At the same time, higher requirements are imposed on the prefabrication of large-span precast concrete beams. It can be seen that there are obvious problems in the transportation and construction of the existing large-span prestressed hybrid connection joint concrete assembled frame, which has become a bottleneck restricting its popularization and application in large-span assembled frame structures.

[0005] Therefore, it is very necessary to develop a large-span prestressed concrete assembled frame form with reliable connection, convenient transportation, easy construction, and good crack resistance and seismic performance. Content of the Utility Model

[0006] The purpose of the utility model is to provide a novel large-span prestressed hybrid connection joint segment beam framework to solve the problems existing in the prior art.

[0007] The technical solution adopted to achieve the purpose of the utility model is as follows: a novel large-span prestressed hybrid connection joint segment beam framework, which includes precast columns, precast assembled segment beams, prestressing tendons, mid-span beam steel bars, and joint connection area steel bars.

[0008] The precast column is a precast concrete column. Prestressing tendon ducts Ⅰ are reserved in the joint area of the precast column. A number of steel bar ducts Ⅰ are arranged on the upper and lower sides of the prestressing tendon ducts Ⅰ respectively.

[0009] The prefabricated and assembled segmental beam is a single-span prestressed concrete beam as a whole. The two ends of the prefabricated and assembled segmental beam along the length direction are respectively marked as end A and end B. The prefabricated and assembled segmental beam can be split into side segmental beam slab Ⅰ, several middle segmental beam slabs and side segmental beam slab Ⅱ along the length direction.

[0010] The side segmental beam slab Ⅰ includes beam slab body Ⅰ and beam end joint part. The beam slab body Ⅰ is a rectangular cross-section beam as a whole. Notches are provided at both the top and bottom of the beam slab body Ⅰ. The beam end joint part is provided at end A of the beam slab body Ⅰ, and a splicing surface is provided at end B. The side segmental beam slab Ⅱ includes beam slab body Ⅱ and beam end joint part. The beam slab body Ⅱ is a rectangular cross-section beam as a whole. Notches are provided at both the top and bottom of the beam slab body Ⅱ. The splicing surface is provided at end A of the beam slab body Ⅱ, and the beam end joint part is provided at end B. The middle segmental beam slab is a rectangular cross-section beam as a whole. Splicing surfaces are provided at both ends of the middle segmental beam slab. Shear key tooth groups that can be docked with each other are provided on the splicing surfaces of adjacent segmental beam slabs. Adjacent segmental beam slabs are bonded with a sealing material. The side segmental beam slab Ⅰ, several middle segmental beam slabs and side segmental beam slab Ⅱ are assembled into the beam body of the prefabricated and assembled segmental beam. The beam slab body Ⅰ, several middle segmental beam slabs and the beam slab body Ⅱ are combined into the beam main body. Prestressed tendon ducts Ⅱ are arranged in the beam body of the prefabricated and assembled segmental beam. Several beam mid-span steel bars are arranged at the mid-span of the beam main body. The beam mid-span steel bars are arranged along the length direction of the beam main body. Both ends of the beam mid-span steel bars are accommodated in the notches. The beam end joint part is cast with fiber concrete or ECC concrete. Reinforcing bar ducts Ⅱ corresponding to the reinforcing bar ducts Ⅰ are arranged in the beam end joint part. Prestressed grouting duct self-overflow holes are provided on the beam slab body Ⅰ and the beam slab body Ⅱ. The prestressed grouting duct self-overflow holes extend along the width direction, and the prestressed grouting duct self-overflow holes connect the prestressed tendon ducts Ⅱ with the outside.

[0011] A gap is reserved at the beam-column joint surface between the precast column and the prefabricated and assembled segmental beam. Fiber cement slurry is grouted in the gap. The reinforcing bar ducts Ⅰ and the reinforcing bar ducts Ⅱ are combined to form a reinforcing bar accommodation duct. The joint connection area reinforcing bars are arranged in the reinforcing bar accommodation duct. The joint connection area reinforcing bars are provided with a non-bonded section at the beam end position. Both ends of the joint connection area reinforcing bars extend into the corresponding notches. The joint connection area reinforcing bars are connected to the corresponding beam mid-span steel bars. The prestressed tendon ducts Ⅰ and the prestressed tendon ducts Ⅱ are combined to form a prestressed tendon accommodation duct. The prestressed tendons are arranged in the prestressed tendon accommodation duct. The vertical height line type of the prestressed tendons in the beam is that they are arranged in a curve at the center and above the cross-section at the beam end, and are arranged in a curve at the beam bottom at the mid-span of the beam.

[0012] Furthermore, longitudinal column bars and stirrups are also arranged in the column body of the precast column.

[0013] Furthermore, the beam mid-span steel bars and the corresponding joint connection area reinforcing bars are connected by mechanical connection or welding.

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

[0015] Furthermore, the prestressed tendons are partially bonded prestressed tendons. A bonded section of a certain length of prestressed tendons is arranged at the mid-span position.

[0016] Furthermore, the sealing material at the splicing surface of adjacent segmental girders is epoxy resin glue or fiber cement mortar. The fiber cement mortar is a mixture of steel fibers and cement mortar.

[0017] The technical effects of the present utility model are beyond doubt:

[0018] A. Setting the girder as segments can effectively solve problems such as route restrictions in the transportation of large-span precast concrete girders, difficulty in fixing, high requirements for transportation vehicles, and great transportation difficulty. It can effectively solve problems such as great difficulty in hoisting construction of large-span precast concrete girders and high requirements for hoisting equipment, and effectively avoid deformation and cracks in the concrete girder.

[0019] B. The shear keys of each precast concrete segmental girder can effectively improve the shear resistance performance of the girder. Bonding with epoxy resin glue or fiber cement mortar between segments can enable the segmental girders to have excellent mechanical properties, and at the same time avoid the erosion of concrete and steel bars by air and water due to the joints.

[0020] C. The upper and lower side steel bars at the splicing joint of the precast concrete segmental girder are continuous, effectively avoiding brittle flexural failure of the girder body in the case of prestressed tendon failure and ensuring the mechanical properties of the girder.

[0021] D. Both prestressed tendons and energy-dissipating steel bars are configured in the precast girder. Under a major earthquake, the prestressed tendons are basically in an elastic working state, ensuring good self-centering performance of the structure after the earthquake.

[0022] E. The prestressed tendons are arranged in a curve at the upper position offset from the center of the cross-section at the beam end. This rationally utilizes the characteristic of a large span-depth ratio of the large-span prestressed beam. It can not only effectively control the large plastic deformation of the prestressed tendons caused by excessive increase in the beam end moment under a major earthquake, avoid excessive prestress loss, and ensure good self-centering ability of the structure, but also improve the crack resistance performance at the beam end. At the mid-span of the beam, the prestressed tendons are arranged in a curve at the bottom of the beam, which can effectively control the generation and development of cracks at the mid-span of the beam. The beam end joint part is cast with fiber concrete or ECC concrete to improve the crack resistance performance at the beam end.

[0023] F. A bonded section of a certain length of prestressed tendons is arranged at the mid-span position. On the one hand, it prevents the overall softening failure of the steel strands in case of fire, and on the other hand, it can also ensure that when the prestressed tendon anchorage fails at the beam end, the control section at the mid-span of the beam still has a certain bearing capacity.

[0024] G. Configure the steel bars in the joint connection area for energy dissipation, and set a certain length of unbonded section at the beam end, so that the hybrid connection joint has better energy dissipation performance. Description of the Drawings

[0025] Figure 1 It is a schematic diagram of the segment beam frame structure of the new large-span prestressed hybrid connection joint;

[0026] Figure 2 It is a schematic diagram of the precast column structure; Figure 2 a is the plan view of the precast column, Figure 2 b is the three-dimensional view of the precast column;

[0027] Figure 3 It is a schematic diagram of the precast segment beam structure; Figure 3 a is the plan view of the precast edge segment beam, Figure 3 b is the three-dimensional view of the precast edge segment beam, Figure 3 c is the plan view of the precast middle segment beam, Figure 3 d is the three-dimensional view of the precast middle segment beam.

[0028] In the figure: precast column 1, prestressed tendon duct Ⅰ 101, steel bar duct Ⅰ 102, column longitudinal steel bar 103, precast assembled segment beam 2, beam main body 201, beam end joint 202, notch 203, shear key tooth group 204, prestressed tendon duct Ⅱ 205, steel bar duct Ⅱ 206, prestressed grouting duct self-overflow hole 207, prestressed tendon 3, beam mid-span steel bar 4, joint connection area steel bar 5, unbonded section 501, steel bar sleeve 6, beam-column joint surface 7. Detailed Implementation Modes

[0029] The present invention will be further described below in conjunction with the embodiments, but it should not be understood that the above-mentioned subject scope of the present invention is limited to the following embodiments. Without departing from the above-mentioned technical idea of the present invention, various substitutions and changes made according to the common general knowledge and customary means in the art shall be included within the protection scope of the present invention.

[0030] Embodiment 1:

[0031] Refer to Figures 1 to 3 , this embodiment discloses a new large-span prestressed hybrid connection joint segment beam frame, including a precast column 1, a precast assembled segment beam 2, a prestressed tendon 3, a beam mid-span steel bar 4 and a joint connection area steel bar 5.

[0032] The precast column 1 is a precast concrete column. The precast column is provided with a prestressed tendon duct Ⅰ 101 in the joint area. The precast column 1 is embedded with upper and lower steel bar ducts Ⅱ 102 in the joint area. The upper and lower steel bar ducts Ⅰ 102 are respectively arranged on the upper and lower sides of the prestressed tendon duct Ⅰ 101.

[0033] The prefabricated and assembled segmental beam 2 is an integral single-span prestressed concrete beam. The two ends of the prefabricated and assembled segmental beam 2 along the length direction are respectively marked as end A and end B. The prefabricated and assembled segmental beam 2 can be disassembled into side segmental beam slices Ⅰ, several middle segmental beam slices and side segmental beam slices Ⅱ along the length direction.

[0034] The side segmental beam slice Ⅰ includes a beam slice body Ⅰ and a beam end joint 202. The beam slice body Ⅰ is an integral rectangular cross-section beam. Notches 203 are provided at both the beam top and the beam bottom of the beam slice body Ⅰ. The beam end joint 202 is provided at end A of the beam slice body Ⅰ, and a splicing surface is provided at end B. The side segmental beam slice Ⅱ includes a beam slice body Ⅱ and a beam end joint 202. The beam slice body Ⅱ is an integral rectangular cross-section beam. Notches 203 are provided at both the beam top and the beam bottom of the beam slice body Ⅱ. The splicing surface is provided at end A of the beam slice body Ⅱ, and the beam end joint 202 is provided at end B. The middle segmental beam slice is an integral rectangular cross-section beam. Splicing surfaces are provided at both ends of the middle segmental beam slice. Shear key tooth groups 204 that can be docked with each other are provided on the splicing surfaces of adjacent segmental beam slices. Sealing mass bonding is adopted between adjacent segmental beam slices. The side segmental beam slice Ⅰ, several middle segmental beam slices and side segmental beam slices Ⅱ are assembled into the beam body of the prefabricated and assembled segmental beam 2. The beam slice body Ⅰ, several middle segmental beam slices and the beam slice body Ⅱ are combined into a beam main body 201. Prestressed tendon ducts Ⅱ205 and upper and lower steel bar ducts Ⅱ206 are arranged in the beam body of the prefabricated and assembled segmental beam 2. Several upper and lower beam mid-span steel bars 4 are arranged at the beam mid-span of the beam main body 201. The beam mid-span steel bars 4 are arranged along the length direction of the beam main body 201. Both 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. Steel bar ducts 206 corresponding to the steel bar ducts Ⅰ102 are arranged in the beam end joint 202. Prestressed grouting duct self-overflow holes 207 are provided on the beam slice body Ⅰ and the beam slice body Ⅱ. The prestressed grouting duct self-overflow holes 207 extend along the width direction, and the prestressed grouting duct self-overflow holes 207 communicate the prestressed tendon ducts Ⅱ205 with the outside.

[0035] The precast column 1 and the precast assembled segment beam 2 have a gap reserved at the beam-column joint surface 7. Fiber cement slurry is poured into the gap. The steel bar duct I 102 and the steel bar duct II 206 are joined to form a steel bar accommodation duct. The joint connection area steel bars 5 are arranged in the steel bar accommodation duct. The joint connection area steel bars 5 are provided with a non-bonded section 501 at the beam end position. Both ends of the joint connection area steel bars 5 extend into the corresponding notches 203. The joint connection area steel bars 5 are connected to the corresponding mid-span steel bars 4 of the beam. The prestressed tendon duct I 101 and the prestressed tendon duct II 205 are joined to form a prestressed tendon accommodation duct. The prestressed tendons 3 are arranged in the prestressed tendon accommodation duct. The vertical line type of the prestressed tendons 3 in the beam is that they are arranged in a curve at the beam end at a position above the center of the cross-section and in a curve at the beam mid-span at the bottom of the beam.

[0036] There is a gap left between each assembled segment beam 2 for bonding with epoxy resin structural adhesive or fiber cement slurry. The beam segments can effectively solve the problems of transportation and construction of large-span precast concrete beams. The measures of using shear key structure, epoxy resin structural adhesive, fiber cement slurry and the continuity of the upper and lower stressed steel bars of the beam at the joint can effectively improve the bearing capacity of the beam, effectively avoid the brittle flexural failure of the beam body in the case of prestressed tendon failure, and at the same time prevent the concrete and steel bars from being eroded by air and water due to the joint, ensuring the mechanical properties of the beam.

[0037] The precast column 1 and the precast beam 2 have a gap reserved at the beam-column joint surface 7. When an earthquake occurs, cracks first appear at the gap reserved at the beam-column joint surface. As the earthquake action increases, the deformation and damage of the components are still mainly concentrated at the gap reserved at the beam-column joint surface, and no obvious damage will occur to other components.

[0038] In this embodiment, prestressed tendons 3, mid-span steel bars 4 of the beam and joint connection area steel bars 5 are configured at the same time. Under a major earthquake, the prestressed tendons are basically in an elastic working state, ensuring good self-centering performance of the structure after the earthquake. The joint connection area steel bars 5 used for energy dissipation are provided with a non-bonded section 501 of a certain length, making the hybrid connection joint have better energy dissipation performance. The prestressed tendons 3 are arranged in a curve at the beam end at a position above the center of the cross-section, which can effectively reduce the large plastic deformation of the prestressed tendons caused by the excessive increase of the beam end moment under a major earthquake, avoid excessive prestress loss, and at the same time ensure good self-centering ability and crack resistance of the structure. The prestressed tendons are arranged in a curve at the beam mid-span at the bottom of the beam, which can effectively control the generation and development of cracks at the beam mid-span. A bonded section of prestressed tendons with a certain length is set at the mid-span position. On the one hand, it can prevent the overall softening failure of the steel strands in case of fire, and on the other hand, it can also ensure that when the prestressed tendon anchorage fails at the beam end, the mid-span control section of the beam still has a certain bearing capacity.

[0039] It should be noted that in a long-span cast-in-situ 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 moment (main moment), and secondary moment. In this embodiment, the prestressed tendon 3 is arranged at a position above the center of the cross-section at the beam end, and the initial moment generated by the prestressed tendon can improve the crack resistance of the concrete at the beam end (the axial pressure and secondary moment effects are still retained). 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, generally about 1 times the beam height. The casting height can be the full height of the beam end, or a part of the upper or lower part of the beam end cross-section (the other parts can be cast with ordinary concrete). Casting the beam end joint 202 with fiber concrete or ECC concrete can also improve the compressive strength and ultimate compressive strain of the concrete, which is beneficial to controlling the damage and peeling of the concrete at the beam end under large earthquakes.

[0040] Example 2:

[0041] See Figures 1 to 3 , the main structure of this embodiment is the same as that of Example 1. Among them, column longitudinal reinforcement 103 is also arranged inside the column body of the precast column 1. The steel bars 5 in the joint connection area are connected to the corresponding mid-span beam steel bars 4 by a steel bar sleeve 6.

[0042] Example 3:

[0043] The main structure of this embodiment is the same as that of Example 1. Among them, the mid-span beam steel bars 4 and the corresponding steel bars 5 in the joint connection area are connected by welding.

[0044] Example 4:

[0045] The main structure of this embodiment is the same as that of Example 1. Among them, the precast column 1 is multi-layer precast.

[0046] Example 5:

[0047] The main structure of this embodiment is the same as that of Example 1. Among them, the gap width between the precast column 1 and the precast beam 2 at the beam-column joint surface 7 is 15 - 20 mm.

[0048] Example 6:

[0049] The main structure of this embodiment is the same as that of Example 1. Among them, when the precast segmental beam 2 is bonded with epoxy resin adhesive, the gap width is 1 - 3 mm; when bonded with fiber cement slurry, the gap width is 15 - 20 mm.

[0050] Example 7:

[0051] This embodiment provides a construction method for the connection nodes of any one of the large-span prestressed concrete precast frame in Embodiments 1 to 5. When epoxy resin glue is used for bonding between the precast segment beams, the method includes the following steps:

[0052] 1) Install the precast column 1, install temporary steel corbels on the side wall of the precast column 1, and install temporary mobile supports on the lower side of the splicing joints of each precast assembled segment beam 2.

[0053] 2) Brush epoxy resin structural glue on the shear key teeth 204 of the precast segment beam, lift and position and install each precast assembled segment beam 2.

[0054] 3) Apply temporary prestress on both sides of the edge segment beam I and the edge segment beam II to extrude the epoxy resin glue, and the temporary prestress device can be removed after the epoxy resin glue has solidified.

[0055] 4) Pass the beam mid-span reinforcement 4 through the reinforcement duct II 206 from the beam mid-span reinforcement duct I 102 of the edge column node, so that both ends of the beam mid-span reinforcement 4 are respectively accommodated in the notches 203 of the edge segment beam I and the edge segment beam II.

[0056] 5) Pass the joint connection area reinforcement 5 through the reinforcement duct II 102 from the notch 203. After passing through the reinforcement duct II 102, the joint connection area reinforcement 5 passes out from the notch 203 at the other end of the beam of the middle node.

[0057] 6) Connect the joint connection area reinforcement 5 and the corresponding beam mid-span reinforcement 4 by mechanical connection or welding.

[0058] 7) Pour fiber cement slurry into the beam-column joint surface 7, the reinforcement duct II 206 and the joint area reinforcement duct II 102 of the node. Pour fine aggregate concrete in the notch 203.

[0059] 8) After the strength of the fiber cement slurry and the concrete reaches the design requirements, tension the prestressed tendon 3. At the locally bonded part, perform prestressed duct grouting through the self-overflow hole 207 of the prestressed grouting duct.

[0060] 9) Remove the steel corbel used as a temporary support and withdraw the temporary mobile support.

[0061] Embodiment 8:

[0062] This embodiment provides a construction method for the connection nodes of any one of the large-span prestressed concrete precast frame in Embodiments 1 to 5. When fiber cement slurry is used for bonding between the precast assembled segment beams, the method includes the following steps:

[0063] 1) Install the precast column 1, install temporary steel corbels on the side wall of the precast column 1, and install temporary mobile supports on the lower side of the splicing joints of each precast assembled segment beam 2.

[0064] 2) Lift each prefabricated and assembled segmental beam 2 and position and install it.

[0065] 3) Pass the mid-span beam reinforcement 4 through the reinforcement duct Ⅱ206 via the side column joint reinforcement duct Ⅰ102, so that both ends of the mid-span beam reinforcement 4 are respectively accommodated in the notches 203 of the side segment beam Ⅰ and the side segment beam Ⅱ.

[0066] 4) Pass the joint connection zone reinforcement 5 through the reinforcement duct Ⅱ102 from the notch 203. After passing through the reinforcement duct Ⅱ102, the joint connection zone reinforcement 5 passes out from the notch 203 at the other end of the beam of the middle joint.

[0067] 5) Connect the joint connection zone reinforcement 5 and the corresponding mid-span beam reinforcement 4 by mechanical connection or welding.

[0068] 6) Pour fiber cement slurry in the positions of the beam-column joint surface 7, the reinforcement duct Ⅱ206, the joint zone reinforcement duct Ⅱ102 and the splicing surface of each segment beam. Pour fine aggregate concrete in the notch 203.

[0069] 7) After the strength of the fiber cement slurry and the concrete reaches the design requirements, tension the prestressed tendon 3. For the partially bonded part, carry out prestressed duct grouting through the self-overflow hole 207 of the prestressed grouting duct.

[0070] 8) Remove the steel corbel used as a temporary support and withdraw the temporary moving support.

Claims

1. A new type of long-span prestressed hybrid connection node segment beam frame, characterized by: It comprises a prefabricated column (1), a prefabricated assembled segmental 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 region; 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 segmented beam (2) is a single-span prestressed concrete beam as a whole; the two ends of the prefabricated segmented beam (2) along the length direction are marked as end A and end B respectively; the prefabricated segmented beam (2) can be split into an edge segmented beam piece I, a plurality of middle segmented beam pieces and an edge segmented 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 the 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 the beam bottom of the beam piece body II 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 bottom of the beam is provided with a notch (203); the A end of the beam body II is provided with a splicing surface, and the B end is provided with a beam end joint (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 tooth 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 ​​into a prefabricated assembled segment beam ( 2) a beam body; a beam body I, a plurality of middle segment beams and a beam body II are combined to form a beam body (201); a prestressed tendon hole II (205) is arranged in the beam body of the prefabricated assembled segment beam (2); a plurality of beam mid-span steel bars (4) are arranged in the beam body (201); the beam mid-span steel bars (4) are arranged along the length direction of the beam body (201); both ends of the beam mid-span steel bars (4) are accommodated in the notches (203); the beam end joints The beam end joint (202) is cast with fiber concrete; a steel bar hole II (206) corresponding to the steel bar hole I (102) is arranged in the beam end joint (202); prestressed grouting hole self-overflow holes (207) are 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 accommodating channel; the node connection area steel bar (5) is inserted into the steel bar accommodating channel; the node connection area steel bar (5) is provided with a non-bonded section (501) at the beam end; both ends of the node connection area steel bar (5) extend into the corresponding notch (203); the node connection area steel bar (5) is connected to the corresponding beam mid-span steel bar (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 inserted into the prestressed tendon accommodating channel; the sagittal line shape of the prestressed tendon (3) in the beam is that it is arranged at the upper part of the center of the cross section at the beam end and arranged at the bottom of the beam at the mid-span.

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 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.

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