CN210421403U - Semi-dry type connecting joint of frame beam and frame column - Google Patents

Semi-dry type connecting joint of frame beam and frame column Download PDF

Info

Publication number
CN210421403U
CN210421403U CN201920885435.7U CN201920885435U CN210421403U CN 210421403 U CN210421403 U CN 210421403U CN 201920885435 U CN201920885435 U CN 201920885435U CN 210421403 U CN210421403 U CN 210421403U
Authority
CN
China
Prior art keywords
frame
frame beam
steel bar
column
prestressed tendon
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN201920885435.7U
Other languages
Chinese (zh)
Inventor
齐虎
付青青
郭海山
刘康
耿娇
谢永兰
谭康
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China State Construction Engineering Corp Ltd CSCEC
Original Assignee
China State Construction Engineering Corp Ltd CSCEC
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China State Construction Engineering Corp Ltd CSCEC filed Critical China State Construction Engineering Corp Ltd CSCEC
Priority to CN201920885435.7U priority Critical patent/CN210421403U/en
Application granted granted Critical
Publication of CN210421403U publication Critical patent/CN210421403U/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

A semi-dry type connecting joint of a frame beam and a frame column comprises the frame column, the frame beam, a prestressed tendon and a composite floor slab; the upper part of the section of the frame beam is provided with a prestressed tendon pore channel; the frame column is provided with a connecting pore channel; the prestressed tendons penetrate through the prestressed tendon ducts and the connecting ducts; an energy dissipation device is arranged between the bottom of the frame beam and the frame column; the energy dissipation device comprises an anchoring part, a mechanical connecting joint, a built-in anchoring steel bar and an energy dissipation steel bar; the anchoring part is connected to the bottom of the frame beam; the mechanical connecting joint is embedded in the frame column; the built-in anchoring steel bar is arranged in the frame column, and one end of the built-in anchoring steel bar extends out of the frame column; a steel plate is embedded in the frame column, and the end part of the embedded anchoring steel bar is welded with the steel plate; the energy-consuming steel bar is horizontally connected between the built-in anchoring steel bar and the anchoring part. The utility model provides a complicated, the beam lower part power consumption reinforcing bar installation of traditional dry-type connected node construction inconvenient, the shock resistance is poor, the consumer shakes the back and changes difficulty and the poor technical problem of structure repairability.

Description

Semi-dry type connecting joint of frame beam and frame column
Technical Field
The utility model belongs to the building engineering field, especially a semi-dry formula connected node of frame roof beam and post.
Background
At present, the domestic assembly type concrete frame structure system mainly adopts an assembly type integral structure system which is formed by disconnecting beam columns at joint joints, prefabricating the beam columns in sections and casting beam column joint areas in a construction site in a cast-in-place mode. The beam column joint dry type connecting system is limited to the bracket for supporting the frame beam arranged on the frame column, the frame column and the bracket are usually welded through steel plate embedded parts or connected through dowel bars, the capacity of the connecting structure for transferring the bending moment of the beam end is poor, the anti-seismic performance is poor, and the connecting structure is mainly used in a factory building structure. The prefabricated prestressed frame dry-type connection node without brackets, which is applied to civil buildings in the united states and japan, mainly has the following problems, resulting in a small application range: 1. the energy-consuming steel bars are arranged on the upper portion and the lower portion of the beam at the semi-dry type connecting joint, so that the joint construction is complex although the energy-consuming capacity under a major earthquake is good, and particularly the energy-consuming steel bars on the lower portion of the beam are inconvenient to install. 2. The semi-dry type connecting nodes are located at the upper portion and the lower portion of the beam and are not provided with energy dissipation reinforcing steel bars, and the semi-dry type connecting nodes are connected through single or multiple post-tensioned pre-stressed reinforcing steel bars, so that the structure under the condition of a major earthquake is poor in energy dissipation performance, and the earthquake resistance is not ideal. 3. At the semi-dry type connecting node, energy-consuming steel bars are arranged in reserved holes at the upper part of the frame beam, the construction is complex, longer construction grooves are required to be arranged on the beam for laying the energy-consuming steel bars on site, and the shape and the manufacture of the frame beam are also complex; another major problem of the node is that the energy-consuming reinforcing steel bars are used as shear-resistant reinforcing steel bars, need large diameter and quantity, are difficult to arrange in a prefabricated section, and often have insufficient anchoring length in the side columns, so that the node has poor shear resistance, and particularly has poor continuous collapse resistance when the prestressed reinforcing steel bars fail. 4. The semi-dry type connecting joint without the cast-in-place superposed layer has less field wet operation, but the structural floor slab has poor integrity and the waterproof performance between floors is difficult to ensure. 5. The energy dissipater is difficult to replace after an earthquake, and the repairability of the structure is poor.
SUMMERY OF THE UTILITY MODEL
The utility model aims at providing a semi-dry formula connected node of frame roof beam and post, it is complicated to solve traditional dry-type connected node construction, the power consumption reinforcing bar installation of roof beam lower part is inconvenient, the structure power consumption performance is poor, anti-seismic performance is poor, it is complicated to set up the power consumption reinforcing bar construction in the upper portion of frame roof beam is reserved the hole, the node shear resistance can be poor, structural floor wholeness is poor, waterproof performance between the floor is difficult to guarantee, the power dissipation ware shakes the poor technical problem of repairability of back change difficulty and structure.
In order to achieve the above purpose, the utility model adopts the following technical scheme.
A semi-dry type connecting joint of a frame beam and a frame column comprises the frame column, the frame beam, a prestressed tendon and a composite floor slab; the upper part of the section of the frame beam is provided with a prestressed tendon pore channel; a connecting pore channel is arranged on the frame column and at the position corresponding to the prestressed tendon pore channel; the prestressed tendons penetrate through the prestressed tendon pore passages and the connecting pore passages to connect the frame columns with the frame beams; pouring a bonding material at the joint between the frame column and the frame beam; the laminated floor slab comprises a prefabricated slab and a cast-in-place laminated layer; the precast slabs are lapped on two sides of the top of the frame beam; the cast-in-place superposed layer is poured on the top of the precast slab; an energy dissipation device is arranged between the bottom of the frame beam and the frame column; the energy dissipation device comprises an anchoring part, a mechanical connecting joint, a built-in anchoring steel bar and an energy dissipation steel bar; the anchoring piece is connected to the bottom of the frame beam, and a space is reserved between the anchoring piece and the frame column; the mechanical connecting joint is pre-embedded in the frame column and close to one side of the frame beam, and corresponds to the height of the anchoring piece; the built-in anchoring steel bar is horizontally arranged in the frame column, one end of the built-in anchoring steel bar extends out of the outer side of the frame column, and the other end of the built-in anchoring steel bar is embedded in the frame column and connected with the mechanical connecting joint; steel plates are pre-embedded in the frame columns and at positions corresponding to the end parts of the built-in anchoring steel bars; the end part of the built-in anchoring steel bar is welded with the steel plate; the energy-consuming steel bar is horizontally connected between the built-in anchoring steel bar and the anchoring part; the outer side of the energy-consuming steel bar is sleeved with a sleeve.
Preferably, the prestressed tendon pore canal is linear and is arranged at the two ends of the frame beam and close to the top of the frame beam; mounting grooves are formed in the top of the frame beam and in positions corresponding to the inner ends of the prestressed tendon pore passages; the two prestressed tendons are respectively arranged at two ends of the frame beam; the length of each prestressed tendon is equal to 1/3 beam span length; one end of the prestressed tendon is anchored on the side surface of the frame column through a first prestressed tendon anchor head, and the other end of the prestressed tendon is anchored in the mounting groove through a second prestressed tendon anchor head.
Preferably, two sides of the prestressed tendon pore passage are straight line sections and are positioned at the upper part of the frame beam, and the length of each straight line section is equal to 1/3 beam span length; the middle part of the prestressed tendon pore passage is a curve section, the bottom of the curve section is positioned at the lower part of the frame beam, and the length of the curve section is 1/3 of the prestressed tendon pore passage; the prestressed tendon is arranged in a prestressed tendon duct in a through length mode, and two ends of the prestressed tendon duct are anchored on the side faces of the frame columns on two sides through first prestressed tendon anchor heads.
Preferably, the cross section of the frame beam is rectangular; the precast slabs on the two sides of the frame beam are erected at the top of the frame beam, and a space is reserved between the precast slabs on the two sides; the cast-in-place superposed layer is poured in the top of the precast slabs and the space between the precast slabs.
Preferably, a top protrusion is arranged on the top of the frame beam along the long axis of the frame beam; the prefabricated plates on two sides of the frame beam are overlapped on two sides of the top protrusion, and the top of the top protrusion is flush with the top surface of the prefabricated plate; and the cast-in-place superposed layer is poured on the precast slab and the top bulge.
Preferably, a strip-shaped groove is formed in the bottom of the frame beam and one side, close to the frame column, of the frame beam; the energy-consuming steel bar and the anchoring piece are arranged in the strip-shaped groove.
Preferably, two energy dissipation devices are arranged on each side of the frame beam and are arranged in parallel at intervals.
Preferably, bottom protrusions are arranged at the bottom of the frame beam along the long axis of the frame beam; the energy dissipation devices are arranged on two sides of the bottom protrusion.
Preferably, the built-in anchoring steel bar is provided with a necking section, and the cross-sectional area of the necking section is 50% -90% of the cross-sectional area of the built-in anchoring steel bar.
Compared with the prior art, the utility model has the following characteristics and beneficial effect.
1. The utility model discloses a half dry type connected node pours the cast-in-place superimposed layer of concrete on the frame roof beam and links into whole with coincide floor and frame roof beam, and this cast-in-place superimposed layer pours the wholeness that forms the whole superstructure of rigidity (or room lid) together with the floor in advance, guarantees simultaneously that the floor has better waterproof performance.
2. The semi-dry type connecting joint of the utility model reserves a prestressed tendon pore channel in the frame beam, reserves a connecting pore channel in the frame column, and connects the beam column members into a whole through the prestressed tendon passing through the pore channel; meanwhile, the energy dissipation device is arranged between the bottom of the frame beam and the frame column, so that the technical problems that the traditional dry type connecting node is complex in construction, energy dissipation steel bars at the lower part of the beam are inconvenient to install, the structural energy dissipation performance is poor, the anti-seismic performance is poor, the energy dissipation steel bars are complex to construct in the reserved holes in the upper part of the frame beam, the node is poor in shearing resistance, the energy dissipater is difficult to replace after earthquake, and the structure is poor in repairability are solved.
3. The utility model arranges a temporary bracket support (at the elevation position of the beam bottom) on the frame column during construction, and is used for supporting the frame beam in the construction stage; during construction, the temporary bracket support is connected with the embedded mechanical connecting joint in the column through the bolt, and after the prestress tensioning is completed, the temporary bracket support is detached so as to facilitate installation of a subsequent energy consumption device and be convenient to install.
4. The utility model is characterized in that the frame column is installed firstly during construction, then the frame beam is arranged on the temporary bracket support of the frame column, and the composite floor slab is put in place; then penetrating and connecting the prestressed tendons between the beam columns, grouting gaps between the beam columns, and then penetrating and connecting the tensioning prestressed tendons to preliminarily form a stable bearing system (if the prestressed tendons are bonded, the prestressed tendon pore channels need to be filled firmly); then removing the temporary bracket support, then installing an energy consumption device, and finally pouring laminated concrete; the structure construction is convenient, the energy dissipation reinforcing steel bars at the lower part of the beam are convenient to install, the integrity of the structural floor slab is good, and the waterproof performance between floors can be ensured.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a structural view illustrating a semi-dry type connection node of a frame pillar and a frame beam at a side portion.
Fig. 2 is a structural view illustrating a semi-dry type connection node of a frame column and a frame beam in the middle.
Fig. 3 is a schematic view of the connection structure between the frame column and the frame beam when the hole of the middle tendon is straight and is opened at the two ends of the frame beam.
Fig. 4 is a schematic structural view of the linear prestressed tendon duct provided at two ends of the middle frame beam of the present invention.
Fig. 5 is a schematic view of the connection structure between the frame column and the frame beam when the two sides of the middle tendon duct of the present invention are straight line sections and the middle part is a curved line section.
Fig. 6 is a schematic structural diagram of the middle frame beam of the present invention, in which linear prestressed tendon ducts are provided on both sides of the middle frame beam and curved prestressed tendon ducts are provided in the middle of the middle frame beam.
Fig. 7 is a structural schematic diagram of the utility model with temporary corbels arranged at the bottom of the middle frame beam.
Fig. 8 is a schematic structural view of the bar-shaped groove formed at the bottom of the middle frame beam.
Fig. 9 is a schematic structural diagram of the energy dissipation device disposed at the bottom of the middle frame beam.
Fig. 10 is a schematic structural diagram of the middle frame beam bottom of the present invention with two energy dissipation devices.
Fig. 11 is a schematic structural view of two energy dissipation devices respectively disposed on two sides of the bottom protrusion of the frame beam.
Reference numerals: the method comprises the following steps of 1-frame column, 2-frame beam, 3-prestressed tendon, 4-prestressed tendon channel, 4.1-straight line segment, 4.2-curve segment, 5-connecting channel, 6-bonding material, 7-energy dissipation device, 7.1-anchoring piece, 7.2-mechanical connecting joint, 7.3-built-in anchoring steel bar, 7.4-energy dissipation steel bar, 8-steel plate, 9-sleeve, 10-mounting groove, 11-first prestressed tendon anchor head, 12-second prestressed tendon anchor head, 13-laminated floor slab, 13.1-prefabricated plate, 13.2-cast-in-place laminated layer, 14-top bulge, 15-strip groove, 16-bottom bulge and 17-temporary bracket support.
Detailed Description
As shown in fig. 1-11, the semi-dry type connecting joint of the frame beam and the frame column comprises a frame column 1, a frame beam 2, a prestressed tendon 3 and a composite floor slab 13; the method is characterized in that: the upper part of the section of the frame beam 2 is provided with a prestressed tendon pore passage 4; a connecting pore channel 5 is arranged on the frame column 1 at the position corresponding to the prestressed tendon pore channel 4; the prestressed tendons 3 penetrate through the prestressed tendon pore channels 4 and the connecting pore channels 5, and the frame columns 1 are connected with the frame beams 2; a bonding material 6 is poured at the joint between the frame column 1 and the frame beam 2; the laminated floor slab 13 comprises a precast slab 13.1 and a cast-in-place laminated layer 13.2; the precast slabs 13.1 are lapped on two sides of the top of the frame beam 2; the cast-in-place superposed layer 13.2 is poured on the top of the precast slab 13.1; an energy consumption device 7 is arranged between the bottom of the frame beam 2 and the frame column 1; the energy dissipation device 7 comprises an anchoring part 7.1, a mechanical connecting joint 7.2, a built-in anchoring steel bar 7.3 and an energy dissipation steel bar 7.4; the anchoring piece 7.1 is connected to the bottom of the frame beam 2 and is spaced from the frame column 1; the mechanical connecting joint 7.2 is pre-buried in the frame column 1 and close to one side of the frame beam 2, and the height of the mechanical connecting joint 7.2 corresponds to that of the anchoring part 7.1; the built-in anchoring steel bar 7.3 is horizontally arranged in the frame column 1; one end of the built-in anchoring steel bar 7.3 extends out of the outer side of the frame column 1, and the other end of the built-in anchoring steel bar 7.3 is embedded in the frame column 1 and connected with the mechanical connecting joint 7.2; a steel plate 8 is embedded in the frame column 1 at the position corresponding to the end part of the built-in anchoring steel bar 7.3; the end part of the built-in anchoring steel bar 7.3 is welded with the steel plate 8; the energy-consuming steel bar 7.4 is horizontally connected between the built-in anchoring steel bar 7.3 and the anchoring part 7.1; the outer side of the energy consumption steel bar 7.4 is sleeved with a sleeve 9.
In this embodiment, the connecting end of the anchoring steel bar 7.3 and the mechanical connecting joint 7.2 extends inwards to the column and is welded to the steel plate 8, one end of the energy consumption steel bar 7.4 is welded to the anchoring steel bar 7.3, and the other end of the energy consumption steel bar 7.4 is fixed to the anchoring member 7.1 through a nut, so that the energy consumption device 7 is reliably connected to the frame beam 2.
In this embodiment, the energy-consuming steel bar 7.4 in the energy-consuming device 7 is inclined at a certain angle, so that the support function of the energy-consuming steel bar on the beam end can be better exerted after the prestress fails, at this time, for the convenience of installation, the mechanical connection joint 7.2 in the column is higher than the anchoring part 7.1, and the connection line of the two is consistent with the inclination angle of the energy-consuming steel bar 7.4.
In this embodiment, the inclination angle of the energy dissipating steel bar 7.4 is 5 ° to 10 °.
In this embodiment, the tendon ducts 4 are linear and are formed at two ends of the frame beam 2 and near the top of the frame beam 2; the top of the frame beam 2 and the position corresponding to the inner end of the prestressed tendon pore passage 4 are provided with mounting grooves 10; two prestressed tendons 3 are arranged at two ends of the frame beam 2 respectively; one end of the prestressed tendon 3 is anchored on the side of the frame column 1 through a first prestressed tendon anchor head 11, and the other end of the prestressed tendon 3 is anchored in the mounting groove 10 through a second prestressed tendon anchor head 12.
In this embodiment, two sides of the tendon duct 4 are straight line segments 4.1, which are located at the upper part of the frame beam 2, and the length of each straight line segment 4.1 is 1/3 of the tendon duct 4; the middle part of the prestressed tendon pore passage 4 is a curve section 4.2, the bottom of the curve section 4.2 is positioned at the lower part of the frame beam 2, and the length of the curve section 4.2 is 1/3 of the prestressed tendon pore passage 4; the prestressed tendon 3 is arranged in the prestressed tendon duct 4 in a full length mode, and two ends of the prestressed tendon duct 4 are anchored on the side faces of the frame columns 1 on two sides through first prestressed tendon anchor heads 11.
In this embodiment, the straight line segment 4.1 is in a non-adhesive form, and the curved line segment 4.2 is in a completely non-adhesive or mid-span adhesive form.
In this embodiment, the cross section of the frame beam 2 is rectangular; precast slabs 13.1 on two sides of the frame beam 2 are erected at the top of the frame beam 2, and a space is reserved between the precast slabs 13.1 on the two sides; the cast-in-place laminated layer 13.2 is cast in the space between the top of the precast slab 13.1 and the precast slab 13.1.
In this embodiment, a top protrusion 14 is provided on the top of the frame beam 2 along the long axis of the frame beam 2; precast slabs 13.1 on two sides of the frame beam 2 are erected on two sides of the top bulge 14, and the top of the top bulge 14 is flush with the top surfaces of the precast slabs 13.1; the cast-in-place laminated layer 13.2 is cast on the precast slab 13.1 and the top protrusion 14.
In this embodiment, a strip-shaped groove 15 is formed at the bottom of the frame beam 2 and on one side close to the frame column 1; the energy-consuming steel bar 7.4 and the anchoring piece 7.1 are arranged in the strip-shaped groove 15 and are convenient to replace after an earthquake.
In this embodiment, two energy dissipation devices 7 are disposed on each side of the frame beam 2, and are arranged in parallel at intervals.
In this embodiment, a bottom protrusion 16 is disposed at the bottom of the frame beam 2 along the long axis of the frame beam 2; the energy consuming devices 7 are arranged on both sides of the bottom protrusion 16.
In this embodiment, the internal anchoring steel bar 7.3 is provided with a necked-down section, and the cross-sectional area of the necked-down section is 50% -90% of the cross-sectional area of the internal anchoring steel bar 7.3.
In this embodiment, the cross section of the necked-down section is concentrically reduced in equal ratio of the cross section of the built-in anchoring steel bar 7.3 or the top and bottom of the built-in anchoring steel bar 7.3 are weakened.
The semi-dry type connecting joint of the frame beam and the column comprises the following steps.
Step one, mounting a temporary bracket support 17 on the frame column 1 at a position corresponding to the bottom of the frame beam 2.
And step two, mounting the frame column 1.
And step three, mounting the frame beam 2.
And step four, penetrating the prestressed tendons 3.
And fifthly, constructing the bonding material 6 at the joint of the frame beam 2 and the frame column 1.
And step six, after the bonding material 6 reaches the required strength, tensioning the prestressed tendon 3, and filling the prestressed tendon pore passage 4 to be solid.
And seventhly, mounting the precast slab 13.1.
And step eight, removing the temporary bracket support 17.
And step nine, mounting the energy consumption device 7.
Step ten, pouring a cast-in-place laminated layer 13.2; and finishing the construction.
In this embodiment, the temporary bracket support 17 is connected with the mechanical connection joint 7.2 embedded in the column through a bolt.
In this embodiment, the bonding material 6 between the beams and the columns in the fifth step may be high-strength rapid-hardening cement-based grouting material with a compressive strength of more than 45MPa, or steel fiber (carbon fiber or other fibers) rapid-hardening cement-based grouting material or polymer mortar.
In the embodiment, when the frame beam 2 is installed, a beam-column joint is arranged between the frame beam 2 and the frame column 1, the width of the beam-column joint is 10 mm-30 mm, the beam-column joint is used for adjusting installation errors, and a high-strength bonding material 6 is filled before the post-tensioned prestressed reinforcement 3 is tensioned; temporary corbel supports 17 are provided on the frame columns 1 as temporary supports for mounting the frame beams 2.
The above embodiments are not exhaustive of the specific embodiments, and other embodiments are possible, and the above embodiments are intended to illustrate, but not limit the scope of the present invention, and all applications coming from the simple changes of the present invention fall within the scope of the present invention.

Claims (9)

1. A semi-dry type connecting joint of a frame beam and a frame column comprises a frame column (1), a frame beam (2), a prestressed tendon (3) and a laminated floor slab (13); the method is characterized in that: the upper part of the section of the frame beam (2) is provided with a prestressed tendon pore channel (4); a connecting pore channel (5) is arranged on the frame column (1) and at the position corresponding to the prestressed tendon pore channel (4); the prestressed tendons (3) penetrate through the prestressed tendon pore channels (4) and the connecting pore channels (5) to connect the frame columns (1) with the frame beams (2); a bonding material (6) is poured at the joint between the frame column (1) and the frame beam (2); the laminated floor slab (13) comprises a precast slab (13.1) and a cast-in-place laminated layer (13.2); the precast slabs (13.1) are lapped on two sides of the top of the frame beam (2); the cast-in-place superposed layer (13.2) is poured on the top of the precast slab (13.1); an energy consumption device (7) is arranged between the bottom of the frame beam (2) and the frame column (1); the energy dissipation device (7) comprises an anchoring piece (7.1), a mechanical connecting joint (7.2), a built-in anchoring steel bar (7.3) and an energy dissipation steel bar (7.4); the anchoring piece (7.1) is connected to the bottom of the frame beam (2) and is spaced from the frame column (1); the mechanical connecting joint (7.2) is pre-buried in the frame column (1) and close to one side of the frame beam (2), and the height of the mechanical connecting joint (7.2) corresponds to that of the anchoring piece (7.1); the built-in anchoring steel bar (7.3) is horizontally arranged in the frame column (1), one end of the built-in anchoring steel bar (7.3) extends out of the outer side of the frame column (1), and the other end of the built-in anchoring steel bar (7.3) is embedded in the frame column (1) and is connected with the mechanical connecting joint (7.2); a steel plate (8) is embedded in the frame column (1) at the position corresponding to the end part of the built-in anchoring steel bar (7.3); the end part of the built-in anchoring steel bar (7.3) is welded with the steel plate (8); the energy-consuming steel bar (7.4) is horizontally connected between the built-in anchoring steel bar (7.3) and the anchoring piece (7.1); the outer side of the energy-consuming steel bar (7.4) is sleeved with a sleeve (9).
2. Semi-dry type connection node of frame beam and column according to claim 1, characterized in that: the prestressed tendon pore canal (4) is linear and is arranged at the two ends of the frame beam (2) and close to the top of the frame beam (2); the top of the frame beam (2) and the position corresponding to the inner end of the prestressed tendon pore passage (4) are provided with mounting grooves (10); the two prestressed tendons (3) are respectively arranged at two ends of the frame beam (2); the length of each prestressed tendon (3) is equal to 1/3 beam span length; one end of each prestressed tendon (3) is anchored on the side face of the frame column (1) through a first prestressed tendon anchor head (11), and the other end of each prestressed tendon (3) is anchored in the mounting groove (10) through a second prestressed tendon anchor head (12).
3. Semi-dry type connection node of frame beam and column according to claim 1, characterized in that: two sides of the prestressed tendon pore passage (4) are straight line sections (4.1) which are positioned at the upper part of the frame beam (2), and the length of each straight line section (4.1) is equal to the span length of 1/3 beams; the middle part of the prestressed tendon duct (4) is a curve section (4.2), the bottom of the curve section (4.2) is positioned at the lower part of the frame beam (2), and the length of the curve section (4.2) is 1/3 of the prestressed tendon duct (4); the prestressed tendon (3) is arranged in a prestressed tendon pore passage (4) in a through length mode, and two ends of the prestressed tendon pore passage (4) are anchored on the side faces of the frame columns (1) on two sides through first prestressed tendon anchor heads (11).
4. Semi-dry type connection node of frame beam and column according to claim 1, characterized in that: the cross section of the frame beam (2) is rectangular; precast slabs (13.1) on two sides of the frame beam (2) are erected at the top of the frame beam (2), and a space is reserved between the precast slabs (13.1) on the two sides; the cast-in-place laminated layer (13.2) is poured in the space between the top of the precast slab (13.1) and the precast slab (13.1).
5. Semi-dry connecting joint of frame beams and columns according to claim 4, characterized in that: a top bulge (14) is arranged on the top of the frame beam (2) along the long axis of the frame beam (2); precast slabs (13.1) on two sides of the frame beam (2) are erected on two sides of the top bulge (14), and the top of the top bulge (14) is flush with the top surfaces of the precast slabs (13.1); the cast-in-place laminated layer (13.2) is poured on the precast slab (13.1) and the top bulge (14).
6. Semi-dry type connection node of frame beam and column according to claim 1, characterized in that: a strip-shaped groove (15) is formed in the bottom of the frame beam (2) and one side of the frame beam close to the frame column (1); the energy-consuming steel bar (7.4) and the anchoring piece (7.1) are arranged in the strip-shaped groove (15).
7. Semi-dry type connection node of frame beam and column according to claim 1, characterized in that: two energy dissipation devices (7) are arranged on each side of the frame beam (2) and are arranged in parallel at intervals.
8. Semi-dry type connection node of frame beam and column according to claim 7, characterized in that: a bottom bulge (16) is arranged at the bottom of the frame beam (2) along the long axis of the frame beam (2); the energy dissipation devices (7) are arranged on two sides of the bottom bulge (16).
9. Semi-dry type connection node of frame beam and column according to claim 1, characterized in that: the built-in anchoring steel bar (7.3) is provided with a necking section, and the cross section area of the necking section is 50% -90% of the cross section area of the built-in anchoring steel bar (7.3).
CN201920885435.7U 2019-06-13 2019-06-13 Semi-dry type connecting joint of frame beam and frame column Active CN210421403U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201920885435.7U CN210421403U (en) 2019-06-13 2019-06-13 Semi-dry type connecting joint of frame beam and frame column

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201920885435.7U CN210421403U (en) 2019-06-13 2019-06-13 Semi-dry type connecting joint of frame beam and frame column

Publications (1)

Publication Number Publication Date
CN210421403U true CN210421403U (en) 2020-04-28

Family

ID=70375152

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201920885435.7U Active CN210421403U (en) 2019-06-13 2019-06-13 Semi-dry type connecting joint of frame beam and frame column

Country Status (1)

Country Link
CN (1) CN210421403U (en)

Similar Documents

Publication Publication Date Title
US10865557B2 (en) Prestressed assembled concrete frame-joint connecting structure and constructing method thereof
CN106677339A (en) Assembly integral type concrete frame structure of dry-wet mixed connection of nodes and construction method
WO2019056715A1 (en) Mixed-connection post-tensioned prestressed assembly concrete frame architecture and construction method therefor
CN103388357B (en) Shatter-proof, prefabricated steel tube shear Temperature Variation In Buildings of Mixed Structures thing
CN106836479B (en) Assembled prestressed concrete frame structure
CN203475598U (en) Shock-proof prefabricated building of steel bar truss shearing wall composite structure
CN110258789A (en) A kind of beam-column connection and its construction method that energy consumption rod iron is replaceable
CN105862538A (en) Assembling type inclined slow-adhesion pre-stressed concrete road surface structure
CN111424850A (en) Prefabricated reinforced concrete shear wall and construction method
CN103741958A (en) Method for reinforcing existing building by peripheral assembled substructure
CN111576619A (en) Production method of high-strength concrete post-cast assembled frame system
CN110805144B (en) Full-assembly type high-rise/super high-rise concrete frame support structure system and construction method thereof
CN111827095A (en) Prefabricated assembled hollow pier with built-in rib plates and construction method
CN109372107B (en) Prefabricated assembled beam column cross node of unbonded
CN215977671U (en) Large-span prestressed concrete assembled frame connected node
CN212103638U (en) A connection structure that is used for prefabricated pin-connected panel pier combination of segment
CN113123462A (en) Large-span prestressed concrete assembled frame connecting joint and construction method
CN210421403U (en) Semi-dry type connecting joint of frame beam and frame column
CN211171555U (en) Large-span assembled bridge structure
CN210369316U (en) Steel construction adds armpit combination beam module
CN203475599U (en) Shock-proof prefabricated building of steel tube shearing wall composite structure
CN111519655A (en) Assembled prestressing force retaining wall
CN210529929U (en) Beam column connecting node with replaceable energy-consuming steel bars
CN211396009U (en) Prefabricated assembled concrete frame connection structure
CN216663756U (en) Fully-prefabricated pedestrian cable-stayed bridge

Legal Events

Date Code Title Description
GR01 Patent grant
GR01 Patent grant