CN215406536U - Prestressed full-dry type connection assembly type concrete frame beam column joint - Google Patents
Prestressed full-dry type connection assembly type concrete frame beam column joint Download PDFInfo
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- CN215406536U CN215406536U CN202120727734.5U CN202120727734U CN215406536U CN 215406536 U CN215406536 U CN 215406536U CN 202120727734 U CN202120727734 U CN 202120727734U CN 215406536 U CN215406536 U CN 215406536U
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Abstract
The utility model discloses a prestressed full-dry type connecting assembly type concrete frame beam column joint which comprises a precast concrete column, a precast concrete beam and prestressed tendons. The precast concrete column and the precast concrete beams on the two sides of the precast concrete column are tensioned and pressed through a prestressed tendon penetrating through a beam column joint area to form a full-dry type connecting beam column joint; longitudinal energy-consuming steel bars at the upper part and the lower part of the precast beam are directly anchored at the beam end in the forms of bending, anchoring plates and the like without passing through a node column section of the precast concrete column; under the action of earthquake, the beam-column joint realizes outward movement of the plastic hinge through special construction measures near the end part of the precast concrete beam, so that structural damage is far away from the beam-column joint. Therefore, the joint connection structure at the joint is simplified, the installation efficiency of the assembly type concrete frame structure is improved, and the structural stress performance is improved.
Description
Technical Field
The utility model relates to the field of constructional engineering fabricated buildings, in particular to a prestressed full-dry connecting fabricated concrete frame beam-column joint.
Background
The prefabricated frame structure has high prefabrication rate and high production and construction efficiency, and is a structural form more suitable for the industrialized development of buildings. At present, the known domestic and foreign prefabricated frame structures mainly comprise a conventional prefabricated beam-column joint wet type connecting and assembling frame structure and a joint dry type connecting and prestress assembling frame structure. Wet connections are made by steel bar lap joints and small amounts of cast in place concrete. The dry connection is made only by welding, bolts, post-tensioned prestressing tendons or pins without using cast-in-place concrete. At present, wet connection and post-tensioned prestressed dry connection are most well applied in an earthquake-resistant fabricated concrete frame structure. The wet-type connection site needs a large amount of wet operation and has the problem of node area steel bar collision, and the installation efficiency is not high enough. The prestress assembly frame with the dry-type connection of the nodes can better exert the factory production and field installation efficiency of the precast concrete, and the post-tensioned prestress connection can provide good structure recovery performance and is convenient for repair after earthquake disasters.
The existing fabricated frame beam column nodes with dry connection features mainly include american PRESSS hybrid connection nodes and japanese pre-stressed connection nodes. The precast beam columns of the PRESSS hybrid connection node are in hybrid connection by adopting post-tensioned unbonded prestressed tendons and energy-consuming ordinary steel bars, and the prestressed tendons arranged in the middle of the height of the beam sections penetrate through prestressed tendon pore passages reserved at the longitudinal axis positions of the whole beam to connect the precast beams on the two sides of the column together. The energy-consuming common steel bars penetrate through the columns through the holes reserved at the upper and lower longitudinal bars of the beam, and hole grouting is carried out on site. In addition, on the basis of the PRESSS hybrid connection concept, various special energy consumption devices are used for replacing the hybrid connection nodes of the additional energy consumption devices developed by the energy consumption common steel bars. The hybrid connection node needs to be provided with energy consumption reinforcing steel bars or specially-made energy consumption devices, construction is not convenient enough, and the cost of the specially-made energy consumption devices is high. The prepressing assembly type concrete frame node is formed by penetrating post-tensioned, multi-section and unbonded prestressed tendons into the prefabricated column and the prefabricated beam through the beam and tensioning, so that the node has no energy consumption common steel bars or energy consumption devices, and the structure has weak energy consumption.
In earthquake-resistant areas, a frame structure is designed according to the principle of a strong column, a weak beam and a strong node, namely, under earthquake load, a beam end is damaged and plastic hinges appear. The ductility and the energy consumption capability of the plastic hinge play a key role in the seismic performance of the node. For cast-in-place concrete frame structures, the beam end plastic hinge length is about one beam height. In known wet-connect and dry-connect fabricated frames as described above, plastic hinges are present at the joints of the beam-end beam-column connections, and the plastic hinges are of a smaller length than cast-in-place structures. The nonlinear deformation is mainly concentrated on the joint of the beam-column section, and the requirement on the connection structure is high. If the energy-consuming steel bars of the nodes need to reserve the channels and then penetrate through the steel bars or adopt the sleeve connection to realize the continuous arrangement of the steel bars, the reserved channels need to be subjected to post-grouting treatment, and the sleeve connection also needs to ensure the construction quality. Therefore, for the assembled structure, if plastic hinges can move outwards, the structure of the joint of the beam and the column can be simplified, and the installation efficiency is improved.
SUMMERY OF THE UTILITY MODEL
Utility model purpose: in order to overcome the defects in the prior art, the utility model provides a prestressed full-dry type connecting assembly type concrete frame beam-column joint, which realizes outward movement of a plastic hinge through a special structure, thereby simplifying the connecting structure at the joint of the beam-column joint, further improving the installation efficiency of the assembly type concrete frame structure and improving the stress performance of the structure.
The technical scheme is as follows: the prestressed full-dry type connection assembly type concrete frame beam column node comprises a prefabricated concrete column, a prefabricated concrete beam, prestressed ribs and energy-consuming ordinary steel bars, wherein the energy-consuming ordinary steel bars are arranged in the prefabricated concrete beam in a penetrating mode and anchored at the beam end through bending, the prefabricated concrete column, the prefabricated concrete beams arranged on two opposite sides of the prefabricated concrete column and the prefabricated concrete column are in tension and compression joint through the prestressed ribs penetrating through a beam column node area to form a full-dry type connection frame beam column node, the prestressed ribs are arranged in a straight line or a curve, and when the straight line arrangement is adopted, armpits and/or notches are formed in the prefabricated concrete beam.
Furthermore, the prestressed tendons are locally or continuously arranged in the middle of the beam height in a straight line or in multiple spans, the prestressed tendons are tensioned and anchored on the side surface of the precast concrete beam during local arrangement, the prestressed tendons are tensioned and anchored on the column side of the side span during multiple-span continuous arrangement, and no grouting is performed in the prestressed pipeline; when the precast concrete beam is provided with the haunches, the haunches are arranged at the top edge and/or the bottom edge of the end part of the precast concrete beam connected with the precast concrete column; when the precast concrete beam is provided with the notch, the notch is formed in the top surface and/or the bottom surface of the precast concrete beam along the beam width direction.
Optimally, the length of the haunch is 0.8-1.2 times of the height of the precast concrete beam.
Optimally, the distance from the notch to the beam end of the precast concrete beam is 0.8-1.2 times of the beam height of the precast concrete beam.
Furthermore, the prestressed tendons are arranged in an arc curve cross structure which is bent upwards and bent downwards in a vertical plane, the end portions of the prestressed tendons are anchored in anchoring grooves of the top edge and the bottom edge of the precast concrete when the prestressed tendons are arranged locally, the prestressed tendons are anchored on the column side of side spans when the prestressed tendons are arranged continuously, the anchor is sealed after tensioning, the prestressed pipeline is not grouted, the distance between a cross point and the column side is 1-1.5 times of the height of a beam, and armpit and/or a notch are/is formed in the precast concrete beam.
Further, when being equipped with the armpit on the precast concrete roof beam, the armpit sets up in the top edge and/or the bottom edge of the tip that precast concrete roof beam and precast concrete post are connected, adds armpit length and is 0.8 ~ 1.2 times of precast concrete roof beam height.
Preferably, the top edge of the end part of the precast concrete beam connected with the precast concrete column is provided with an armpit, and the prestressed tendons bent downwards penetrate through the armpit at the top edge.
Preferably, the bottom edge of the end part of the precast concrete beam connected with the precast concrete column is provided with an armpit, and the prestressed tendons bent upwards penetrate through the armpit at the bottom edge.
Further, when being equipped with the breach on the precast concrete roof beam, the breach is seted up along the roof beam width direction at the top surface and/or the bottom surface of precast concrete roof beam, and the distance of breach to precast concrete roof beam end is 0.8 ~ 1.2 times of the roof beam height of precast concrete roof beam.
Has the advantages that: compared with the prior art, the utility model has the advantages that:
(1) the energy-consuming common steel bars on the top and bottom surfaces of the prefabricated beam of the dry-type connecting joint do not penetrate through the core area of the joint, so that the connecting structure at the joint is simplified, and the mounting efficiency of the assembly type concrete frame structure is further improved.
(2) According to the utility model, the energy-consuming common steel bars on the top and bottom surfaces of the prefabricated beam of the dry-type connecting node do not pass through the core area of the node, so that the shearing force of the core area of the node is reduced, and the reinforcement stirrup allocation rate of the core area of the node is reduced.
(3) The plastic hinge of the dry type connecting node precast beam moves outwards, and the plastic hinge area simultaneously contains the prestressed tendons and the energy-consuming common steel bars, so that the dry type connecting node precast beam has the advantages of self-resetting, strong energy-consuming capability and large ductility.
(4) According to the utility model, the gap is arranged at the beam end, so that the plastic hinge is accurately generated at the position of the gap, and the structural calculation and analysis are more accurate. Under the action of earthquake, the inelastic deformation is concentrated at the notch, the beam is basically not damaged, and the low-damage structure under the action of earthquake is realized.
(5) The gap is arranged at the beam end, and the rotation center position of the plastic hinge section of the frame beam on the same layer is basically at the same height by controlling the structure of the gap under the action of an earthquake, so that the extension of the beam axis length caused by the inconsistency of the rotation centers of the conventional structure is reduced, and the damage of a floor panel is reduced or even avoided.
(6) The utility model adds armpit on the beam end, which not only realizes the outward movement of the plastic hinge, but also increases the shearing area of the node core area; in addition, the beam height of the beam end section is increased, and under the action of the same bending moment, the larger the beam height is, the smaller the tension of the steel bar in the tension area and the pressure of the concrete in the compression area of the beam end section are, so that the shearing force transmitted from the frame beam to the node core area is reduced, and the stress of the node core area is improved by the frame beam and the compression area.
Drawings
FIG. 1 is a schematic view of an embodiment 1 of a prestressed full-dry type connection assembly type concrete frame beam column node (a linear prestressed rib, a prefabricated beam end bottom edge haunch, a prefabricated beam top bottom surface groove), wherein stirrups and other non-critical steel bar structures are not shown;
FIG. 2 is a cross-sectional view taken along line A-A of FIG. 1;
FIG. 3 is a cross-sectional view taken along line B-B of FIG. 1;
FIG. 4 is a cross-sectional view taken along line C-C of FIG. 1;
FIG. 5 is a cross-sectional view taken along line D-D of FIG. 1;
FIG. 6 is a schematic view of a prestressed full dry joining fabricated concrete frame beam column node (curved cross tendon, precast beam end top and bottom edge haunch) example 2, wherein stirrups and other non-critical reinforcement configurations are not shown;
FIG. 7 is a cross-sectional view taken along line E-E of FIG. 6;
FIG. 8 is a sectional view taken along line F-F of FIG. 6;
FIG. 9 is a sectional view taken along line G-G of FIG. 6;
FIG. 10 is a sectional view taken along line H-H of FIG. 6;
FIG. 11 is a schematic view of an embodiment 3 of a prestressed full dry joining fabricated concrete frame beam column joint (curved cross tendon, precast beam top and bottom surface groove), wherein stirrups and other non-critical rebar configurations are not shown;
FIG. 12 is a cross-sectional view taken along line I-I of FIG. 11;
FIG. 13 is a sectional view taken along line J-J of FIG. 11;
FIG. 14 is a cross-sectional view taken along line K-K of FIG. 11;
FIG. 15 is a sectional view taken along line L-L of FIG. 11;
FIG. 16 is a schematic view of the prestressed full dry joining fabricated concrete frame beam column joints (curved cross prestressed tendons, precast beam end bottom edge haunch, precast beam bottom surface groove) example 4, where stirrups and other non-critical rebar configurations are not shown;
FIG. 17 is a cross-sectional view M-M of FIG. 16;
FIG. 18 is a cross-sectional view taken along line N-N of FIG. 16;
FIG. 19 is a cross-sectional view of O-O of FIG. 16;
FIG. 20 is a cross-sectional view taken along line P-P of FIG. 16;
in the figure, 1 precast concrete column, 2 precast concrete beam, 3 prestressed tendons, 4 haunches, 5 gaps, 6 common energy-consuming steel bars, 7 prestressed ducts, 8 anchoring notches and 9 high-strength mortar.
Detailed Description
The present invention will be further illustrated with reference to the following figures and specific examples, which are to be understood as merely illustrative and not restrictive of the scope of the utility model.
Example 1:
a prestressed full-dry type connection assembly type concrete frame beam column joint is shown in figures 1-5 and comprises a precast concrete column 1, a precast concrete beam 2, prestressed tendons 3, haunches 4, notches 5 and energy-consuming common reinforcing steel bars 6.
The precast concrete column 1 and the precast concrete beams 2 on the two opposite sides of the column are stretched by the prestressed tendons 3 penetrating through prestressed ducts 7 formed in the column, the column and the column to form a full-dry type connecting beam-column joint. Before tensioning, high-strength mortar 9 is filled between the connecting surfaces of the precast concrete beam 2 and the precast concrete column 1. The upper portion and the lower portion of the precast concrete beam 2 longitudinally penetrate through the plurality of energy-consuming common steel bars 6, and the energy-consuming common steel bars 6 are directly anchored at the beam end in a bending mode without passing through the node column section of the precast concrete column 1. The bottom edge of the end part of the connecting end of the precast concrete beam 2 and the precast concrete column 1 is provided with an haunch 4, and the length of the haunch 4 is 0.8-1.2 times of the height of the precast concrete beam 2; the top and bottom surfaces of the precast concrete beam 2 are locally provided with a notch 5, and the distance from the notch 5 to the beam end of the precast concrete beam 2 is 0.8-1.2 times of the beam height of the precast concrete beam 2. The prestressed tendons 3 are arranged in the middle of the beam height in a straight line local or multi-span continuous mode, the prestressed pipeline 7 is not grouted, and the prestressed tendons are anchored on the side of the side span columns after being tensioned.
Example 2:
a prestressed full-dry type connection assembly type concrete frame beam column joint is shown in figures 6-10 and comprises a precast concrete column 1, a precast concrete beam 2, prestressed tendons 3, haunches 4 and energy-consuming common steel bars 6.
The precast concrete column 1 and the precast concrete beams 2 on the two opposite sides of the column are stretched by the prestressed tendons 3 penetrating through prestressed ducts 7 formed in the column, the column and the column to form a full-dry type connecting beam-column joint. Before tensioning, high-strength mortar 9 is filled between the connecting surfaces of the precast concrete beam 2 and the precast concrete column 1. The upper portion and the lower portion of the precast concrete beam 2 longitudinally penetrate through the plurality of energy-consuming common steel bars 6, and the energy-consuming common steel bars 6 are directly anchored at the beam end in a bending mode without passing through the node column section of the precast concrete column 1. The tip top bottom edge of 2 and 1 links of precast concrete post of precast concrete roof beam all is equipped with armpit 4, adds armpit 4 length and is 0.8 ~ 1.2 times of 2 roof beams height of precast concrete roof beam. The prestressed tendons 3 are arranged in an arc curve cross structure which is bent upwards and bent downwards in a vertical plane, the prestressed tendons are only arranged near the end portions of the beam when being locally arranged, the end portions of the prestressed tendons 3 are anchored in anchoring notches 8 of the top edge and the bottom edge of the precast concrete, the anchor is sealed after tensioning, the prestressed tendons 3 which are bent downwards penetrate through an armpit 4 of the top edge, the prestressed tendons 3 which are bent upwards penetrate through the armpit 4 of the bottom edge, no grouting is carried out in a prestressed pipeline 7, and the distance between a cross point and a column edge is 1-1.5 times of the height of the beam. In addition, the prestressed tendons 3 can be continuously arranged and anchored on the column side of the side span in a multi-span mode.
Example 3:
a prestressed full-dry type connection assembly type concrete frame beam column joint is shown in figures 11-15 and comprises a precast concrete column 1, a precast concrete beam 2, prestressed tendons 3, a notch 5 and energy-consuming common steel bars 6.
The precast concrete column 1 and the precast concrete beams 2 on the two opposite sides of the column are stretched by the prestressed tendons 3 penetrating through prestressed ducts 7 formed in the column, the column and the column to form a full-dry type connecting beam-column joint. Before tensioning, high-strength mortar 9 is filled between the connecting surfaces of the precast concrete beam 2 and the precast concrete column 1. The upper portion and the lower portion of the precast concrete beam 2 longitudinally penetrate through the plurality of energy-consuming common steel bars 6, and the energy-consuming common steel bars 6 are directly anchored at the beam end in a bending mode without passing through the node column section of the precast concrete column 1. The top and bottom surfaces of the precast concrete beam 2 are partially provided with a notch 5, and the distance from the notch 5 to the beam end of the precast concrete beam 2 is 0.8-1.2 times of the beam height of the precast concrete beam 2. The prestressed tendons 3 are arranged in an arc curve cross structure which is bent upwards and bent downwards in a vertical plane, are only arranged near the end parts of the beams when being locally arranged, the distance between a cross point and a column edge is 1-1.5 times of the height of the beams, the end parts of the prestressed tendons 3 are anchored in anchoring notches 8 of the top edge and the bottom edge of the precast concrete, the prestressed pipelines 7 are sealed after being tensioned, and grouting is not performed in the prestressed pipelines. In addition, the prestressed tendons 3 can be continuously arranged and anchored on the column side of the side span in a multi-span mode.
Example 4:
a prestressed full-dry type connection assembly type concrete frame beam column joint is shown in figures 16-20 and comprises a precast concrete column 1, a precast concrete beam 2, prestressed tendons 3, haunches 4, notches 5 and energy-consuming common reinforcing steel bars 6.
The precast concrete column 1 and the precast concrete beams 2 on the two opposite sides of the column are stretched by the prestressed tendons 3 penetrating through prestressed ducts 7 formed in the column, the column and the column to form a full-dry type connecting beam-column joint. Before tensioning, high-strength mortar 9 is filled between the connecting surfaces of the precast concrete beam 2 and the precast concrete column 1. The upper portion and the lower portion of the precast concrete beam 2 longitudinally penetrate through the plurality of energy-consuming common steel bars 6, and the energy-consuming common steel bars 6 are directly anchored at the beam end in a bending mode without passing through the node column section of the precast concrete column 1. The bottom edge of the end part of the connecting end of the precast concrete beam 2 and the precast concrete column 1 is provided with an haunch 4, and the length of the haunch 4 is 0.8-1.2 times of the height of the precast concrete beam 2; the bottom surface of the precast concrete beam 2 is locally provided with a notch 5, and the distance from the notch 5 to the beam end of the precast concrete beam 2 is 0.8-1.2 times of the beam height of the precast concrete beam 2. The prestressed tendons 3 are arranged in an arc curve cross structure with upward bending and downward bending in a vertical plane, and are only arranged near the end parts of beams when being locally arranged, the distance between a cross point and a column edge is 1-1.5 times of the height of the beams, the prestressed tendons 3 with the upward bending penetrate through the haunches 4 on the bottom edge, the end parts of the prestressed tendons 3 are anchored in anchoring notches 8 on the top edge and the bottom edge of precast concrete, the prestressed pipelines 7 are sealed after tensioning, and grouting is not performed in the prestressed pipelines. In addition, the prestressed tendons 3 can be continuously arranged and anchored on the column side of the side span in a multi-span mode.
Claims (9)
1. The utility model provides a full dry-type assembled concrete frame beam column node of connecting of prestressing force, includes precast concrete post, precast concrete roof beam, prestressing tendons and power consumption ordinary reinforcing bar, its characterized in that: the energy-consuming common steel bars penetrate through the precast concrete beam and are anchored at the beam end by bending, the precast concrete column, the precast concrete beams arranged on the two opposite sides of the precast concrete column and the precast concrete beam, the precast concrete column, the beam column node area and the beam column node area form a full-dry type connecting frame beam column node, and the precast concrete beams, the beam column node and the prestressed reinforcement are arranged in a straight line or a curve.
2. A prestressed full dry type connecting fabricated concrete frame beam column node according to claim 1, wherein: the prestressed tendons are locally or continuously arranged in the middle of the beam height in a straight line or in multiple spans, the prestressed tendons are tensioned and anchored on the side surface of the precast concrete beam during local arrangement, the prestressed tendons are tensioned and anchored on the column side of the side span during multiple-span continuous arrangement, and no grouting is performed in the prestressed pipeline; the precast concrete beam is provided with an armpit and/or a notch, and when the precast concrete beam is provided with the armpit, the armpit is arranged at the top edge and/or the bottom edge of the end part of the precast concrete beam connected with the precast concrete column; when the precast concrete beam is provided with the notch, the notch is formed in the top surface and/or the bottom surface of the precast concrete beam along the beam width direction.
3. A prestressed full dry type connecting fabricated concrete frame beam column node according to claim 2, wherein: the length of the haunching is 0.8-1.2 times of the height of the precast concrete beam.
4. A prestressed full dry type connecting fabricated concrete frame beam column node according to claim 2, wherein: the distance from the notch to the beam end of the precast concrete beam is 0.8-1.2 times of the beam height of the precast concrete beam.
5. A prestressed full dry type connecting fabricated concrete frame beam column node according to claim 1, wherein: the prestressed tendons are arranged in an arc curve cross structure which is bent upwards and bent downwards in a vertical plane, the end portions of the prestressed tendons are anchored in anchoring grooves of the top edge and the bottom edge of the precast concrete when the prestressed tendons are arranged locally, the prestressed tendons are anchored on the column side of side spans when the prestressed tendons are arranged in a multi-span continuous mode, the prestressed concrete is sealed after tensioning, grouting is not conducted in a prestressed pipeline, the distance between a cross point and the column side is 1-1.5 times of the height of a beam, and armpits and/or notches are formed in the precast concrete beam.
6. A prestressed full dry type connecting fabricated concrete frame beam column node according to claim 5, wherein: when being equipped with the haunch on the precast concrete roof beam, the haunch sets up in the apical margin and/or the bottom edge of the tip that precast concrete roof beam and precast concrete post are connected, and haunch length is 0.8 ~ 1.2 times of precast concrete roof beam height.
7. A prestressed full dry type connecting fabricated concrete frame beam column node according to claim 6, wherein: the top edge of the end part of the precast concrete beam connected with the precast concrete column is provided with an armpit, and the prestressed tendons bent downwards penetrate through the armpit at the top edge.
8. A prestressed full dry type connecting fabricated concrete frame beam column node according to claim 6, wherein: the bottom edge of the end part of the precast concrete beam connected with the precast concrete column is provided with an armpit, and the prestressed tendons bent upwards penetrate through the armpit at the bottom edge.
9. A prestressed full dry type connecting fabricated concrete frame beam column node according to claim 5, wherein: when the precast concrete beam is provided with the notch, the notch is formed in the top surface and/or the bottom surface of the precast concrete beam along the beam width direction, and the distance from the notch to the beam end of the precast concrete beam is 0.8-1.2 times of the beam height of the precast concrete beam.
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| CN202120727734.5U CN215406536U (en) | 2021-04-09 | 2021-04-09 | Prestressed full-dry type connection assembly type concrete frame beam column joint |
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| CN202120727734.5U CN215406536U (en) | 2021-04-09 | 2021-04-09 | Prestressed full-dry type connection assembly type concrete frame beam column joint |
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