A corner energy dissipation prefabricated assembly joint and a construction method thereof

Abstract

The application discloses a corner energy dissipation prefabricated assembling joint, which comprises a concrete prefabricated beam, a concrete prefabricated column, a concrete steel plate embedded part, a rotating shear steel rod and high-strength ductile material; one concrete steel plate embedded part is embedded on one end surface of the concrete prefabricated beam, and the other concrete steel plate embedded part is embedded on the side wall of the concrete prefabricated column; the rotating shear steel rod is clamped between the two concrete steel plate embedded parts; the high-strength ductile material is poured in the space surrounded by the rotating shear steel rod and the two concrete steel plate embedded parts, and is used for connecting and fixing the rotating shear steel rod and the two concrete steel plate embedded parts; the built-in prestress reserved holes for supplying force steel strands are arranged in the concrete prefabricated beam, the concrete prefabricated column, the width direction of the concrete steel plate embedded part and the radial direction of the rotating shear steel rod. The application delays the damage caused by the delayed plastic hinge cracking of the rotating shear steel rod, improves the flexibility of the joint and reduces the damage degree of the joint area.

Description

Technical Field

[0001] This invention relates to the field of prefabricated building structure technology, specifically to a corner energy-dissipating prefabricated assembly node. Background Technology

[0002] With increasing demands for building quality, environmental protection, and efficiency, environmentally friendly, green, and efficient prefabricated modular buildings offer an effective solution to problems such as labor shortages, high labor costs, and environmental pollution in civil building construction. Prefabricated modular buildings are generally composed of prefabricated components such as prefabricated floor slabs, prefabricated beams, prefabricated columns, and prefabricated assembly nodes. Among these, the prefabricated assembly nodes are crucial components that connect the various prefabricated components into a whole and transfer loads. They are the core of the structural system's effective seismic bearing capacity and directly affect the overall safety performance of the prefabricated modular building. Improving the seismic energy dissipation capacity of prefabricated assembly nodes and forming an effective energy-dissipating and seismic-resistant system is the future development direction of prefabricated buildings.

[0003] To improve the seismic performance of precast reinforced concrete beam-column joints, these joints are typically designed as strong-column, weak-beam structures, with plastic hinge zones usually located at the beam ends. Under repeated earthquakes, the bond between the steel reinforcement and concrete at the beam ends gradually weakens and penetrates into the column, potentially leading to the formation of plastic hinges at the column ends. Therefore, establishing a reasonable beam hinge energy dissipation mechanism can effectively reduce damage to the joint area, thereby improving the seismic performance of precast assembled joints.

[0004] The main seismic energy dissipation treatment measures for prefabricated assembly nodes are as follows:

[0005] (1) Intersecting diagonal steel bars are installed at a certain distance from the column surface;

[0006] (2) Cut or bend ordinary steel bars at a certain distance from the column end for anchorage;

[0007] (3) By using a haunch beam, the effective height of the beam end is increased, thereby giving the beam end a higher load-bearing capacity;

[0008] (4) FRP plates are used to wrap and cover the beam ends within a certain distance, so that the beam ends have higher bending and shear resistance. During earthquakes, the unwrapped part reaches the yield bearing capacity, while the wrapped part of the beam ends remains in the elastic stage.

[0009] However, the above-mentioned reinforcement measures all increase the strength of the joints by reinforcing the joints, but there are still problems such as high damage in the joint area, low crack resistance, and high joint rigidity. They have not fundamentally solved the various difficulties faced by the seismic performance of precast assembled beam-column joints. Summary of the Invention

[0010] This invention provides a corner energy-dissipating prefabricated assembly node to solve the problems of strong cracking damage and poor seismic energy dissipation in the prior art.

[0011] This invention provides a corner energy-dissipating prefabricated assembly node, comprising: precast concrete beams, precast concrete columns, precast concrete steel plate embedded parts, rotating shear bars, and high-strength ductile materials;

[0012] One concrete steel plate is embedded in one end face of a precast concrete beam, and another concrete steel plate is embedded in the side wall of a precast concrete column. The two concrete steel plate embedded parts are arranged opposite each other. A rotating shear bar is placed longitudinally along the concrete steel plate embedded parts and clamped between the two concrete steel plate embedded parts. High-strength ductile material is poured into the space enclosed by the rotating shear bar and the two concrete steel plate embedded parts, connecting and fixing the rotating shear bar and the two concrete steel plate embedded parts. Built-in prestressed holes for the supply of prestressing steel strands are opened in the precast concrete beam, the precast concrete column, in the width direction of the concrete steel plate embedded parts, and in the radial direction of the rotating shear bar.

[0013] Furthermore, an arc-shaped groove is provided on the side of the concrete steel plate embedded part that contacts the rotating shear steel bar, and the rotating shear steel bar is clamped in the arc-shaped groove of the concrete steel plate embedded parts on both sides.

[0014] Furthermore, the end of the built-in prestressed reserved hole in the rotating shear steel bar facing the precast concrete column has a one-way flared shape.

[0015] Furthermore, the high-strength ductile material is fiber-reinforced cement-based composite mortar.

[0016] Furthermore, the diameter of the rotating shear bar is 1 / 3 of the height of the precast concrete beam.

[0017] Furthermore, the thickness of the concrete steel plate embedded part is 1 / 10 to 1 / 15 of the height of the precast concrete beam.

[0018] This invention also provides a construction method for a corner energy-dissipating prefabricated assembly node, comprising the following steps:

[0019] Step 1: Erect the precast concrete column, horizontally hoist the precast concrete beam onto one side of the precast concrete column, and align the precast concrete steel plate embedded parts on the precast concrete column with the precast concrete steel plate embedded parts on the precast concrete beam.

[0020] Step 2: Hoist the rotating shear bar along the longitudinal direction of the concrete steel plate embedded parts between the two concrete steel plate embedded parts;

[0021] Step 3: Pass the stress steel strands sequentially through the built-in prestressed holes in the precast concrete column, the rotating shear steel bar, and the precast concrete beam;

[0022] Step 4: Move the precast concrete beam toward the precast concrete column until the rotating shear bar is clamped by the embedded parts of the concrete steel plates on both sides, and ensure that all the built-in prestressed reserved holes are coaxial.

[0023] Step 5: Set up formwork outside the space enclosed by the rotating shear steel bar and the two concrete steel plate embedded parts, pour high-strength ductile material into the formwork, and remove the formwork after the high-strength ductile material has been formed.

[0024] Step 6: After tensioning the stress-reducing steel strands, the construction process is complete.

[0025] Furthermore, when placing the rotating shear bar, the trumpet-shaped end of the built-in prestressed reserved hole of the rotating shear bar is oriented towards the precast concrete column.

[0026] Furthermore, the rotating shear bar is clamped in the arc-shaped grooves of two concrete steel plate embedded parts.

[0027] Furthermore, the concrete steel plate embedded parts are pre-embedded during the fabrication of precast concrete columns and beams.

[0028] The beneficial effects of this invention are:

[0029] This invention delays failure caused by plastic hinge cracking through rotating shear bars, improving node flexibility and reducing damage in the node area. A corner energy-dissipating mechanism composed of high-strength ductile materials, including fiber-reinforced cementitious composite mortar (ECC), and rotating shear bars is used at the node, forming a rational beam hinge energy-dissipating mechanism to improve node ductility. Replacing rigid node connections with flexible connections reduces damage in the node area and significantly improves the node's seismic performance. The tensioned prestressed steel strands in the overall structure improve structural integrity and provide strong self-resetting capabilities. This invention also offers advantages such as prefabrication, crack resistance, low damage, high integrity, reduced environmental pollution, shorter construction time, and wide applicability. Attached Figure Description

[0030] The features and advantages of the invention will be more clearly understood by referring to the accompanying drawings, which are schematic and should not be construed as limiting the invention in any way. In the drawings:

[0031] Figure 1 This is a schematic diagram of the overall cross-shaped node in a specific embodiment of the present invention;

[0032] Figure 2 This is a cross-sectional view of the cross node AA in a specific embodiment of the present invention;

[0033] Figure 3 This is a schematic diagram of the overall T-shaped node according to a specific embodiment of the present invention;

[0034] Figure 4 This is a cross-sectional view of the T-shaped node AA in a specific embodiment of the present invention;

[0035] Figure 5 This is a partial enlarged view of a specific embodiment of the present invention;

[0036] Figure 6 This is a front view of a concrete steel plate embedded part according to a specific embodiment of the present invention;

[0037] Figure 7 This is a side view of a concrete steel plate embedded part according to a specific embodiment of the present invention;

[0038] Figure 8 This is a top view of a concrete steel plate embedded part according to a specific embodiment of the present invention;

[0039] Figure 9 This is a front view of the rotating shear steel bar according to a specific embodiment of the present invention;

[0040] Figure 10 This is a side view of the rotating shear steel bar according to a specific embodiment of the present invention;

[0041] Figure 11 This is a top view of the rotating shear steel bar according to a specific embodiment of the present invention;

[0042] Figure 12 This is a front view of the anchorage according to a specific embodiment of the present invention;

[0043] Figure 13 This is a side view of an anchor according to a specific embodiment of the present invention. Detailed Implementation

[0044] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0045] This invention provides two types of prefabricated corner energy-dissipating nodes: a cross-shaped node and a T-shaped node. The two types are described in detail below:

[0046] Example 1: Prefabricated corner energy-dissipating assembly node of a cross-shaped node:

[0047] like Figure 1 , 2As shown in Figure 5, it includes: a precast concrete column 2, two precast concrete beams 1, and a rotating shear bar 4; a precast concrete beam 1 is horizontally installed at the same height on each side of the precast concrete column 2.

[0048] On one end of the precast concrete beam 1 facing the precast concrete column 2, there is a pre-embedded part during its fabrication, such as... Figure 6-8 As shown in the diagram, the concrete steel plate embedded part 3, and the concrete precast column 2 also have embedded parts on opposite sides. Figure 6-8 The concrete steel plate embedded part 3 is shown. The longitudinal central axis of the precast concrete beam 1 and the transverse direction of the precast concrete column 2 are provided with built-in prestressed reserved holes 6 for the supply of prestressed steel strands.

[0049] like Figure 6-8 As shown, the concrete steel plate embedded part 3 is generally rectangular, with an arc-shaped groove in the middle longitudinally. The center of the arc-shaped groove has a built-in prestressed reserved hole 6 for the supply of prestressed steel strands. The concrete steel plate embedded part 3 is fixed to the concrete precast column 2 and the concrete precast beam 1 during the pouring of concrete precast column 2 and concrete precast beam 1 by rivets on the four corners.

[0050] like Figure 9-11 As shown, the rotating shear steel bar 4 is cylindrical, and has a built-in prestressed reserved hole 6 for the supply of shear steel strands through which it is opened in the radial direction. One end of the built-in prestressed reserved hole 6 is flared.

[0051] The rotating shear bar 4 is clamped between the concrete steel plate embedded parts 3 of the precast concrete column 2 and the concrete steel plate embedded parts 3 of the precast concrete beam 1, with the rotating shear bar 4 precisely positioned within the arc-shaped grooves of the concrete steel plate embedded parts 3 on both sides. The moment of inertia of the rotating shear bar 4 should perfectly match the moment of inertia of the arc-shaped region of the concrete steel plate embedded parts 3. This prevents the high-strength ductile material 5 from leaking into the gap between the rotating shear bar 4 and the concrete steel plate embedded parts 3, facilitating the rotation of the precast concrete beam 1 around the rotating shear bar 4 as an axis during structural deformation. The precast concrete beam 1 and the precast concrete column 2 are connected to the rotating shear bar 4 via the concrete steel plate embedded parts 3, thus sharing the shear load. The rotating shear bar 4 dissipates energy and reduces the risk of plastic hinge failure. Rotating shear bars 4 are placed at the joint to dissipate rotational energy and delay failure caused by plastic hinge cracking. This avoids yielding and anchorage failure of the reinforcement in the beam-column joint area and reduces the degree of damage in the joint area. The flared opening 8 of the built-in prestressed reserved hole 6 of the rotating shear bars 4 faces the precast concrete column 2 to avoid the shear effect of the stress steel strands on the precast concrete column 2.

[0052] After the rotating shear bar 4 is clamped, the two unclamped parts of the rotating shear bar 4 form a groove between each of the two concrete steel plate embedded parts 3 on both sides. The groove is used for pouring high-strength ductile material 5. The high-strength ductile material 5 can connect and fix the rotating shear bar 4 to the concrete steel plate embedded parts 3 on both sides. With the help of the elastic properties of the high-strength ductile material 5, the precast concrete beam 1 can be given a space for vertical fluctuation. The corner energy dissipation mechanism composed of high-strength ductile material 5 and rotating shear bar 4 forms a reasonable beam hinge energy dissipation mechanism, reduces the degree of damage in the joint area, and significantly improves the seismic performance of the joint.

[0053] After the high-strength ductile material 5 is poured, the built-in prestressed reserved holes 6 on each component should be kept on the same axis, and the stress steel strands should be tensioned after passing through them one by one.

[0054] The construction process for the cross-shaped joint is as follows:

[0055] Step S1: First, erect the precast concrete column where the cross joint is needed;

[0056] Step S2: Build supports on both sides of the precast concrete column 2, and use a crane to place the precast concrete beam horizontally on the supports. In addition, the concrete steel plate embedded parts 3 were placed during the production of the precast concrete beam 1 and the precast concrete column 2.

[0057] Step S3: The vertical section of the precast concrete column 2 is kept at a certain distance from the beam section, and a rotating shear bar is placed there. The moment of inertia of the rotating shear bar 4 should be completely matched with the moment of inertia of the arc area of ​​the concrete steel plate embedded part 3. This will prevent the poured fiber-reinforced cement-based composite mortar from leaking into the gap between the rotating shear bar 4 and the concrete steel plate embedded part 3, which is beneficial to the rotation of the rotating shear bar 4 when the structure deforms.

[0058] Step S4: When placing the rotating shear steel bar 4, the flared end 8 faces the precast concrete column 2, and the other side is connected to the prestressed pre-reserved hole in the precast concrete beam 1 for threading the steel strands; make the steel strands longer, and when threading the steel strands, first thread the steel strands into the precast beam and the embedded concrete steel plate 3 on one side, and then, in the separated and relaxed state of each component, thread the rotating shear steel bar 4, the embedded concrete steel plate 3, the precast concrete column 2 and each component on the other side in sequence, and finally tighten the components on the steel strands. This can achieve the effect of quickly threading the prestressed steel strands 7, thus achieving the effect of fast and convenient construction.

[0059] Step S5: After the precast concrete column 2, precast concrete beam 1 and rotating shear steel bar 4 are in place, formwork is erected for pouring fiber-reinforced cement-based composite mortar. When erecting the formwork, the front formwork mold should be wider than the original plane of the precast concrete column 2, precast concrete beam 1 and rotating shear steel bar 4 so that the fiber-reinforced cement-based composite mortar under the rotating shear steel bar 4 can be poured in smoothly.

[0060] Step S6: Pour fiber-reinforced cement-based composite mortar;

[0061] Step S7: After pouring, cure the fiber-reinforced cement-based composite mortar to a certain strength and then remove the mold;

[0062] Step S8: Tension the steel strands in the prestressed pre-stressed holes;

[0063] Step S9: After the fiber-reinforced cement-based composite mortar has been cured, the excess fiber-reinforced cement-based composite mortar on the front side beyond the plane where the precast concrete column 2, precast concrete beam 1 and rotating shear steel bar 4 are located is removed to complete the construction process of the cross joint of the present invention.

[0064] Example 2, Prefabricated corner energy-dissipating assembly node of T-shaped node:

[0065] like Figure 3 , 4 As shown in Figure 5, it includes: a precast concrete column 2, a precast concrete beam 1, and a rotating shear bar 4; a precast concrete beam 1 is horizontally arranged on one side of the precast concrete column 2.

[0066] On one end of the precast concrete beam 1 facing the precast concrete column 2, there is a pre-embedded part during its fabrication, such as... Figure 6-8 As shown in the figure, the concrete steel plate embedded part 3, and the corresponding side of the precast concrete column 2 are also embedded with such... Figure 6-8 The concrete-steel plate embedded part 3 is shown. An internal prestressing pre-stressing pre-reserved hole 6 is provided on the longitudinal central axis of the precast concrete beam 1, through which the prestressing steel strands for supplying force pass. An internal prestressing pre-reserved hole 6 is provided on the transverse side of the precast concrete column 2, through which the prestressing steel strands for supplying force pass, not penetrating through the precast concrete column 2, as shown. Figure 12 , 13 As shown, a steel plate 10 is placed at the end of the prestressed reserved hole 6. The steel plate 10 has a reserved hole. After the stress steel strand is passed through the reserved hole, it is anchored and fixed by the anchor 9. In this way, one end of the stress steel strand can be fixed.

[0067] like Figure 6-8As shown, the concrete steel plate embedded part 3 is generally rectangular, with an arc-shaped groove in the middle longitudinally. The center of the arc-shaped groove has a built-in prestressed reserved hole 6 for the supply of prestressed steel strands. The concrete steel plate embedded part 3 is fixed to the concrete precast column 2 and the concrete precast beam 1 during the pouring of concrete precast column 2 and concrete precast beam 1 by rivets on the four corners.

[0068] like Figure 9-11 As shown, the rotating shear steel bar 4 is cylindrical, and has a built-in prestressed reserved hole 6 for the supply of shear steel strands through which it is opened in the radial direction. One end of the built-in prestressed reserved hole 6 is flared.

[0069] The rotating shear bar 4 is clamped between the concrete steel plate embedded parts 3 of the precast concrete column 2 and the concrete steel plate embedded parts 3 of the precast concrete beam 1, with the rotating shear bar 4 precisely positioned within the arc-shaped grooves of the concrete steel plate embedded parts 3 on both sides. The moment of inertia of the rotating shear bar 4 should perfectly match the moment of inertia of the arc-shaped region of the concrete steel plate embedded parts 3. This prevents the high-strength ductile material 5 from leaking into the gap between the rotating shear bar 4 and the concrete steel plate embedded parts 3, facilitating the rotation of the precast concrete beam 1 around the rotating shear bar 4 as an axis during structural deformation. The precast concrete beam 1 and the precast concrete column 2 are connected to the rotating shear bar 4 via the concrete steel plate embedded parts 3, thus sharing the shear load. The rotating shear bar 4 dissipates energy and reduces the risk of plastic hinge failure. Rotating shear bars 4 are placed at the joint to dissipate rotational energy and delay failure caused by plastic hinge cracking. This avoids yielding and anchorage failure of the reinforcement in the beam-column joint area and reduces the degree of damage in the joint area. The flared opening 8 of the built-in prestressed reserved hole 6 of the rotating shear bars 4 faces the precast concrete column 2 to avoid the shear effect of the stress steel strands on the precast concrete column 2.

[0070] After the rotating shear bar 4 is clamped, the two unclamped parts of the rotating shear bar 4 form a groove between each of the two concrete steel plate embedded parts 3 on both sides. The groove is used for pouring high-strength ductile material 5. The high-strength ductile material 5 can connect and fix the rotating shear bar 4 to the concrete steel plate embedded parts 3 on both sides. With the help of the elastic properties of the high-strength ductile material 5, the precast concrete beam 1 can be given a space for vertical fluctuation. The corner energy dissipation mechanism composed of high-strength ductile material 5 and rotating shear bar 4 forms a reasonable beam hinge energy dissipation mechanism, reduces the degree of damage in the joint area, and significantly improves the seismic performance of the joint.

[0071] After the high-strength ductile material 5 is poured, the built-in prestressed reserved holes 6 on each component should be kept on the same axis, and the stress steel strands should be tensioned after passing through them one by one.

[0072] The construction process for T-shaped nodes is as follows:

[0073] Step T1: First, erect the precast concrete column at the location where the T-joint is needed, and reserve a hole on one side of the end of the steel strand of the precast concrete column of the T-joint.

[0074] Step T2: Build a support frame on one side of the precast concrete column 2 connecting beam, and use a crane to place the precast concrete beam horizontally on the support frame. In addition, the precast concrete steel plate embedded part 3 was placed during the production of the precast concrete beam 1 and the precast concrete column 2.

[0075] Step T3: The vertical section of the precast concrete column 2 is kept at a certain distance from the beam section, and a rotating shear bar is placed there. The moment of inertia of the rotating shear bar 4 should be completely matched with the moment of inertia of the arc area of ​​the concrete steel plate embedded part 3. This will prevent the poured fiber-reinforced cement-based composite mortar from leaking into the gap between the rotating shear bar 4 and the concrete steel plate embedded part 3, which is beneficial to the rotation of the rotating shear bar 4 when the structure deforms.

[0076] Step T4: When placing the rotating shear steel bar 4, the flared end 8 faces the precast concrete column 2, and the other side is connected to the prestressed pre-reserved hole in the precast concrete beam 1 for threading the steel strand; make the steel strand longer, and when threading the steel strand, first thread the steel strand into the precast beam and the precast concrete steel plate 3 on one side, and then, in the separated and relaxed state of each component, thread it into the pre-reserved hole on the end of the steel strand of the rotating shear steel bar 4, the precast concrete steel plate 3, and the precast concrete column 2 in sequence. Finally, tighten the components on the steel strand. This can achieve the effect of quickly threading the prestressed steel strand 7, thus achieving the effect of fast and convenient construction.

[0077] Step T5: After inserting a steel plate 10 with pre-drilled holes at the end of the steel strand in the precast concrete column 2, pass the steel strand through the pre-drilled holes in the steel plate 10, and then anchor the steel strand with anchor 9. This fixes one end of the steel strand. Finally, seal the pre-drilled holes at the end of the steel strand in the precast concrete column 2 with concrete mortar to complete the anchoring of the steel strand end.

[0078] Step T6: After the precast concrete column 2, precast concrete beam 1 and rotating shear steel bar 4 are in place, formwork is erected for pouring fiber-reinforced cement-based composite mortar. When erecting the formwork, the front formwork mold should be wider than the original plane of the precast concrete column 2, precast concrete beam 1 and rotating shear steel bar 4 so that the fiber-reinforced cement-based composite mortar under the rotating shear steel bar 4 can be poured in smoothly.

[0079] Step T7: Pour fiber-reinforced cement-based composite mortar;

[0080] Step T8: After pouring, cure the fiber-reinforced cement-based composite mortar to a certain strength and then remove the mold;

[0081] Step T9: Tension the steel strands in the prestressed prestressed holes;

[0082] Step T10: After the fiber-reinforced cement-based composite mortar has been cured, the excess fiber-reinforced cement-based composite mortar on the front side that exceeds the plane containing the precast concrete column 2, precast concrete beam 1, and rotating shear steel bar 4 will be removed to complete the construction process of the T-shaped node of this invention.

[0083] In two specific embodiments of the present invention, the high-strength ductile material 5 is preferably fiber-reinforced cement-based composite mortar (ECC). The rotating shear bar 4 is the height of the precast concrete beam 1. The thickness of the concrete steel plate embedded part 3 is the height of the precast concrete beam 1. Based on the size of the rotating shear bar 4 and the thickness of the concrete steel plate embedded part 3, and the principle that the moment of inertia of the rotating shear bar 4 and the moment of inertia of the arc-shaped region of the concrete steel plate embedded part 3 should completely match, the gap distance between the precast concrete beam 1 and the precast concrete column 2 can be calculated. This distance is the casting range of the high-strength ductile material 5, including the fiber-reinforced cement-based composite mortar (ECC).

[0084] The working principle of the two specific embodiments of the present invention is as follows: The clamped rotating shear steel bar 4 is equivalent to an axis connecting the precast concrete column 2 and the precast concrete beam 1. Since the moment of inertia of the rotating shear steel bar 4 should be completely matched with the moment of inertia of the arc-shaped area of ​​the precast concrete steel plate 3, the high-strength ductile material 5 will not seep into the contact gap between the rotating shear steel bar 4 and the precast concrete steel plate 3. At the same time, due to the elastic characteristics of the high-strength ductile material 5, when the precast concrete beam 1 sways up and down due to earthquakes, the precast concrete steel plate 3 on one side of the precast concrete beam 1 will squeeze the high-strength ductile material 5 at the upper or lower end with the rotating shear steel bar 4 as the axis. The high-strength ductile material 5 absorbs the fluctuations, which is beneficial to improving the seismic performance and stability of the overall structure.

[0085] Although the specific embodiments of the present invention only provide nodes of two shapes, any node that uses the concrete steel plate embedded part 3 and the rotating shear steel bar 4 that connect the precast concrete column 2 and the precast concrete beam 1 provided by the present invention falls within the scope defined by the appended claims.

[0086] Although embodiments of the invention have been described in conjunction with the accompanying drawings, those skilled in the art can make various modifications and variations without departing from the spirit and scope of the invention, and such modifications and variations all fall within the scope defined by the appended claims.

Claims

1. A corner energy dissipation prefabricated assembly joint, characterized in that, The utility model relates to a prefabricated concrete beam, a prefabricated concrete column, a concrete steel plate embedded part, a rotating shear steel rod and a high-strength ductile material. One concrete steel plate embedded part is embedded on one end surface of the prefabricated concrete beam, and another concrete steel plate embedded part is embedded on the side wall of the prefabricated concrete column, and the two concrete steel plate embedded parts are oppositely arranged; the rotating shear steel rod is longitudinally placed along the concrete steel plate embedded part, and an arc-shaped groove is arranged on the surface of the concrete steel plate embedded part in contact with the rotating shear steel rod; the high-strength ductile material is poured into the space surrounded by the rotating shear steel rod and the two concrete steel plate embedded parts, and the high-strength ductile material connects and fixes the rotating shear steel rod and the two concrete steel plate embedded parts; the high-strength ductile material is a fiber reinforced cement-based composite mortar; the built-in prestressed reserved holes for the prestressed steel strands are arranged in the prefabricated concrete beam, the prefabricated concrete column, the width direction of the concrete steel plate embedded part and the radial direction of the rotating shear steel rod, and the built-in prestressed reserved hole in the rotating shear steel rod towards one end of the prefabricated concrete column is in a one-way horn mouth shape. The diameter of the rotating shear steel rod is 1 / 3 of the height of the prefabricated concrete beam.

2. The corner energy dissipation prefabricated splicing joint according to claim 1, characterized in that, The thickness of the concrete steel plate embedded part is 1 / 10-1 / 15 of the height of the prefabricated concrete beam.

3. The corner energy dissipation prefabricated splicing joint according to claim 1, characterized in that, The utility model relates to a prefabricated concrete beam, a prefabricated concrete column, a concrete steel plate embedded part, a rotating shear steel rod and a high-strength ductile material.

4. The construction method of the corner energy dissipation prefabricated splicing joint according to claim 1, characterized in that, Step 1: the prefabricated concrete column is erected, the prefabricated concrete beam is horizontally hoisted on one side of the prefabricated concrete column, and the concrete steel plate embedded part on the prefabricated concrete column is opposite to the concrete steel plate embedded part on the prefabricated concrete beam; Step 2: the rotating shear steel rod is hoisted between the two concrete steel plate embedded parts along the longitudinal direction of the concrete steel plate embedded part; Step 3: the prestressed steel strands are sequentially passed through the built-in prestressed reserved holes in the prefabricated concrete column, the rotating shear steel rod and the prefabricated concrete beam; Step 4: the prefabricated concrete beam is moved to one side of the prefabricated concrete column until the rotating shear steel rod is clamped by the two concrete steel plate embedded parts, and the coaxiality of the built-in prestressed reserved holes is ensured; Step 5: the space surrounded by the rotating shear steel rod and the two concrete steel plate embedded parts is supported with a mold, the high-strength ductile material is poured into the mold, and the mold is removed after the high-strength ductile material is formed; Step 6: after the prestressed steel strands are tensioned, the construction process is completed. When the rotating shear steel rod is placed, the horn-shaped end of the built-in prestressed reserved hole of the rotating shear steel rod faces the prefabricated concrete column.

5. The construction method of the corner energy dissipation prefabricated splicing joint according to claim 4, characterized in that, The rotating shear steel rod is clamped in the arc-shaped grooves of the two concrete steel plate embedded parts.

6. The construction method of the corner energy dissipation prefabricated splicing joint according to claim 4, characterized in that, The concrete steel plate embedded part is embedded and placed when the prefabricated concrete column and the prefabricated concrete beam are manufactured.

7. The construction method of the corner energy dissipation prefabricated splicing joint according to claim 4, characterized in that, ​

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