Prefabricated reinforced concrete structure cast-in-situ joint reinforcing structure and construction method thereof

Abstract

The application discloses a cast-in-situ joint reinforcing structure of fabricated concrete structure, and relates to the technical field of fabricated buildings, which comprises a plurality of reserved anchor longitudinal reinforcement arranged in a lower prefabricated column; a plurality of reserved horizontal anchor reinforcement arranged in a reinforced concrete prefabricated beam; the reserved anchor longitudinal reinforcement and the reserved horizontal anchor reinforcement are distributed in a staggered manner; the reinforced concrete prefabricated beams are distributed in a cross shape on a column cap, and adjacent reinforced concrete prefabricated beams are provided with a formwork bent at right angles at a connecting position; a locking assembly is arranged between the formwork and the reinforced concrete prefabricated beam, the end of the locking assembly extends out of the formwork, and the locking assembly is used for adjusting the locking of the locking assembly between the formwork and the reinforced concrete prefabricated beam, so that the technical problems, such as poor forming quality caused by positioning and connecting errors and pouring fluctuation, in the prior art are solved.

Description

Technical Field

[0001] This invention relates to the field of prefabricated building technology, and in particular to a reinforced structure for cast-in-place joints in prefabricated concrete structures and its construction method. Background Technology

[0002] Prefabricated concrete structures, with their advantages of industrialized production, short construction cycle, and green environmental protection, have become the core direction for the transformation and upgrading of the construction industry. Among them, beam-column joints are key parts for structural force transmission, and their connection performance directly determines the overall load-bearing capacity, seismic stability, and durability of the building. Existing prefabricated structures mostly adopt the joint form of "prefabricated component splicing, reserved steel bar anchoring, and post-cast concrete". Through column cap transition, longitudinal reinforcement anchoring, stirrup restraint, and other designs, the components work together, and they are widely used in residential, public buildings and other engineering fields.

[0003] However, existing prefabricated concrete cast-in-place joints still have many technical defects in practical applications:

[0004] Firstly, the reliability of node connections depends on the coordination of multiple structures, such as the connection between column caps and precast columns, the anchorage and grouting quality of longitudinal reinforcement, and the connection between precast beams and the core area of ​​nodes. Any deviation in any link will lead to poor force transmission at the node, making it prone to shear failure or sudden stiffness changes under horizontal loads.

[0005] For example, in the prior art CN202010271860.4, a prefabricated concrete structure beam-column connection node and its construction method, equal-spacing grating steel plates are welded to the beam-column node, and the plates are connected by interlocking and bolts.

[0006] Secondly, the formwork fixing method is unreasonable. The traditional bolt locking operation is cumbersome and lacks elastic compensation structure. During the pouring and vibration process, the formwork is prone to loosening and displacement, resulting in poor quality of secondary cast-in-place concrete and insufficient flatness of the joint surface.

[0007] Meanwhile, the interface between the precast beam and the core area of ​​the node is mostly a planar design, lacking an effective mechanical interlocking structure. After long-term use, it is prone to defects such as interface peeling and cracks, affecting the durability of the node and making it difficult to meet the structural safety requirements under complex working conditions. Summary of the Invention

[0008] (a) Technical problems to be solved

[0009] To address the problems existing in the prior art, this invention provides a prefabricated concrete structure cast-in-place joint reinforcement structure and its construction method, thereby solving the technical problems of poor forming quality caused by positioning connection errors and casting fluctuations in the beam-column connection method in the prior art.

[0010] (II) Technical Solution

[0011] To achieve the above objectives, the present invention provides the following technical solution:

[0012] A precast concrete structure cast-in-place joint reinforcement structure includes precast reinforced concrete columns and precast reinforced concrete beams, and there are multiple precast reinforced concrete beams.

[0013] The precast reinforced concrete column includes a lower precast column and an upper precast column. The upper surface of the lower precast column is provided with a column cap, and a precast reinforced concrete beam is fixedly connected to the upper surface of the column cap.

[0014] Multiple reserved longitudinal anchor bars are embedded in the lower precast columns; multiple reserved horizontal anchor bars are installed inside the reinforced concrete precast beams, and multiple sets of reserved longitudinal anchor bars and reserved horizontal anchor bars are staggered.

[0015] The precast reinforced concrete beams are arranged in a cross shape on the column cap, and the adjacent precast reinforced concrete beams are connected by a template that is bent at a right angle.

[0016] A locking assembly is provided between the template and the precast reinforced concrete beam. The end of the locking assembly extends out of the template and is used to adjust the locking of the locking assembly between the template and the precast reinforced concrete beam.

[0017] In a further technical solution, the locking assembly includes a sleeve fixedly connected to the outer surface of the template, and clamping rods are symmetrically arranged inside the sleeve;

[0018] The outer surface of the precast reinforced concrete beam is fixedly connected with a clamping block, and clamping grooves are provided on the opposite sides of the two clamping rods. Anti-slip pads are fixedly connected to the inner walls of the clamping grooves.

[0019] The sleeve is threaded through a bidirectional adjusting screw, and the two ends of the bidirectional adjusting screw are respectively rotatably connected to two clamping rods;

[0020] An adjustment knob is fixedly connected to the middle of the bidirectional adjusting screw, and springs are provided on the opposite sides of the two clamping rods.

[0021] In a further technical solution, the clamping block includes an integrally formed main body and a lower part. A column head is provided on the side of the main body facing away from the lower part. The main body is contracted towards the lower part, and the diameter of the connection between the main body and the lower part is smaller than the diameter of the lower part.

[0022] The inner diameter of the sleeve is adapted to the top of the main body; the clamping groove protrudes to both sides of the axis of the bidirectional adjusting screw, and the outer edge of the lower part is adapted to the clamping groove.

[0023] In a further technical solution, the outer surface of the clamping rod is provided with a guide groove, and the inner wall of the sleeve is fixedly connected with a guide slider that matches the guide groove. The clamping rod is slidably connected to the sleeve through the guide slider and the guide groove.

[0024] In a further technical solution, the bottom of the upper precast column is provided with longitudinal reinforcement anchor holes, and grouting holes and venting holes are provided on the side, and the longitudinal reinforcement anchor holes, grouting holes and venting holes are connected.

[0025] The top of the reserved anchor longitudinal bar extends into the longitudinal bar anchor hole of the upper precast column.

[0026] In a further technical solution, multiple precast beam stirrups are provided inside the precast reinforced concrete beam, and the top of the precast beam stirrups extends out of the top of the precast reinforced concrete beam.

[0027] The upper surface of the precast reinforced concrete beam is covered with secondary cast-in-place concrete to close the stirrups of the precast beam.

[0028] In a further technical solution, a grout layer is provided at the connection point on the lower surface of the upper precast column, and the grout layer is located on top of the reserved horizontal anchor bar.

[0029] In a further technical solution, a tenon member is fixedly connected to the lower surface of the column cap, and a mortise member is provided inside the lower precast column. One end of the tenon member extends into the mortise member for a tenon-mortise connection, and they are connected by multiple bolts that are interlaced.

[0030] A construction method for reinforced cast-in-place joints in prefabricated concrete structures includes the following steps:

[0031] S1: Reserved anchor longitudinal bars and built-in mortise components in the lower precast column, and opened longitudinal bar anchor holes, grouting holes and vent holes in the upper precast column. The longitudinal bar anchor holes, grouting holes and vent holes are all connected.

[0032] Pre-embedded horizontal anchor bars and precast beam stirrups are embedded in the precast reinforced concrete beam. The pre-embedded horizontal anchor bars and precast beam stirrups are welded in advance, and fixed clamping blocks are pre-embedded on the side of the precast reinforced concrete beam.

[0033] A tenon component is integrally provided on the lower surface of the column capital;

[0034] After transporting the materials to the construction site, clean the dust from the joint surfaces of the lower precast columns, upper precast columns, reinforced concrete precast beams, and column caps, and check the integrity of the materials; then prepare the materials for the grout layer, secondary cast-in-place concrete, and grouting material.

[0035] S2: Hoist the lower-level precast columns, correct their verticality, and then fix them in place; apply structural adhesive to the mortise members on the upper surface of the lower-level precast columns, align the tenon members of the column cap with the mortise members, and insert them to achieve a tenon-and-mortise connection; then insert multiple bolts in a crisscross pattern to ensure that the column cap is firmly connected to the lower-level precast columns, and check whether the reserved anchor longitudinal bars accurately penetrate the column cap. If there is any offset, make fine adjustments to ensure the verticality of the reserved anchor longitudinal bars.

[0036] S3: Hoist the precast reinforced concrete beam and fix its end to the upper surface of the column cap. Ensure that the reserved groove at the end of the precast reinforced concrete beam is aligned with the core area of ​​the beam-column joint. Adjust the level and elevation of the precast reinforced concrete beam so that the reserved horizontal anchor bar and the reserved longitudinal anchor bar are closely fitted. Then fix the precast reinforced concrete beam and the precast beam stirrups by welding the steel bars to form the joint steel reinforcement skeleton.

[0037] S4: Lay a grout layer on the lower surface of the upper precast column, with the thickness of the grout layer controlled at 20-30mm; hoist the upper precast column, so that the reserved anchor longitudinal bars are accurately inserted into the anchor holes of the longitudinal bars of the upper precast column, correct the verticality of the upper precast column, ensure that the grout layer is evenly stressed, and let it stand until the grout layer initially sets.

[0038] S5: Attach the template to the outer surface of the precast reinforced concrete beam, align the sleeve of the locking assembly with the clamping block; then rotate the adjustment knob in the middle of the bidirectional adjustment screw to drive the two clamping rods to move towards each other and slide along the guide slide groove through the guide slider. The spring is in a compressed state, so that the clamping groove and the clamping block are tightly engaged.

[0039] S6: Inject grout into the longitudinal reinforcement anchor holes through the grouting holes of the upper precast columns. Observe the vent holes during the grouting process. When the vent holes overflow with uniform grout and no air bubbles are discharged, seal the grouting holes and vent holes. Lay secondary cast-in-place concrete on the upper surface of the reinforced concrete precast beam to ensure that the concrete covers the top of the precast beam stirrups. Use an immersion vibrator to compact the concrete. Avoid touching the formwork, precast beam stirrups and reserved horizontal anchor bars during the vibration process. Smooth the surface in time after the pouring is completed.

[0040] The present invention has the following beneficial effects:

[0041] 1. By using a cross-composite connection method of tenon and mortise components, a firm connection is achieved between the column cap and the lower precast column. Combined with the grouting anchorage of the reserved longitudinal anchor bars and the anchor holes of the longitudinal bars of the upper precast column, a three-dimensional force transmission system is formed, which effectively transmits tensile, compressive, and shear stresses and avoids abrupt changes in node stiffness. At the same time, the reserved horizontal anchor bars are closely fitted with the reserved longitudinal anchor bars, and the reinforced concrete precast beams are welded and fixed to the precast beam stirrups, which further strengthens the integrity of the core area of ​​the node, greatly improves the shear bearing capacity and seismic stability of the node, and can meet the structural safety requirements under complex working conditions.

[0042] 2. The grooves left at the ends of the precast reinforced concrete beams create a mechanical interlocking structure between the secondary cast-in-place concrete and the precast reinforced concrete beams. Combined with the exposed tops of the precast beam stirrups that bond with the cast-in-place concrete, this significantly increases the interface contact area and bond strength, effectively preventing defects such as interface peeling and cracking after long-term use. The grout layer at the bottom of the upper precast column can compensate for the installation gaps of the components, ensuring uniform stress. The design of the grouting holes and venting holes in the longitudinal reinforcement anchor holes ensures that the grouting material is densely filled, avoiding anchorage failure due to incomplete grouting and extending the service life of the joint.

[0043] 3. The clamping rod can be driven to clamp the clamping block synchronously by rotating the adjustment knob. The anti-slip pad increases the friction, and the spring can compensate for the thread gap and vibration displacement, ensuring that the template is firmly fixed and preventing loosening and displacement during pouring and vibration, thus improving the molding quality of secondary cast-in-place concrete. At the same time, the template locking and removal do not require complicated tools, improving operation efficiency. Attached Figure Description

[0044] Figure 1 This is a schematic diagram of the overall structure of the present invention.

[0045] Figure 2 This is a partial structural schematic diagram of the present invention.

[0046] Figure 3 This is a schematic diagram of the internal structure of the beam-column joint in this invention.

[0047] Figure 4 This is a schematic diagram of the structure of the recessed groove in this invention.

[0048] Figure 5 This is a cross-sectional view of the beam-column joint in this invention.

[0049] Figure 6 This is a schematic diagram of the longitudinal reinforcement anchor hole in this invention.

[0050] Figure 7 This is a schematic diagram of the locking component in this invention.

[0051] Figure 8 This is a structural schematic diagram of the mortise and tenon components in this invention;

[0052] Figure 9 This is a schematic diagram of the clamping block of the present invention.

[0053] In the diagram, 1. Lower precast column; 2. Upper precast column; 3. Reinforced concrete precast beam; 4. Column cap; 5. Reserved anchor longitudinal bars; 6. Longitudinal bar anchor holes; 7. Reserved horizontal anchor bars; 8. Precast beam stirrups; 9. Secondary cast-in-place concrete; 10. Formwork; 11. Grouting hole; 12. Vent hole; 13. Grouting layer; 14. Reservation groove; 15. Locking assembly; 1501. Sleeve; 1502. Clamping rod; 1503. Clamping block; 1504. Clamping groove; 1505. Bidirectional adjusting screw; 1506. Spring; 1507. Guide slider; 1508. Guide groove; 16. Tenon component; 17. Mortise component; 15031. Main body; 15032. Lower part. Detailed Implementation

[0054] 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, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0055] Example 1

[0056] Reference Figure 1 , Figure 2 , Figure 3 , Figure 4 and Figure 5This is the first embodiment of the present invention, which provides a reinforced structure for cast-in-place joints in a prefabricated concrete structure, including precast reinforced concrete columns and precast reinforced concrete beams 3, with multiple precast reinforced concrete beams 3. The precast reinforced concrete columns include a lower precast column 1 and an upper precast column 2. A column cap 4 is movably provided on the upper surface of the lower precast column 1, and the precast reinforced concrete beams 3 are fixedly connected to the upper surface of the column cap 4. Multiple reserved anchor longitudinal bars 5 are fixedly connected to the lower precast column 1, with one end of the reserved anchor longitudinal bar 5 away from the lower precast column 1 penetrating through the column cap 4. An anchor hole 6 is opened in the lower part of the interior of the upper precast column 2, and one end of the reserved anchor longitudinal bar 5 extends into the interior of the anchor hole 6. The outer surface of the upper precast column 2 near the bottom... Multiple grouting holes 11 are provided, and the grouting holes 11 are connected to the longitudinal reinforcement anchor holes 6. Multiple vent holes 12 are provided on the outer surface of the upper precast column 2 near the top, and the vent holes 12 are connected to the longitudinal reinforcement anchor holes 6. Multiple reserved horizontal anchor bars 7 are provided inside the precast reinforced concrete beam 3, and one end of the reserved horizontal anchor bars 7 extends to the beam-column joint. Multiple precast beam stirrups 8 are provided inside the precast reinforced concrete beam 3. The upper surface of the precast reinforced concrete beam 3 is covered with secondary cast-in-place concrete 9. The outer surface of the precast reinforced concrete beam 3 is provided with a template 10. A locking component 15 is provided between the template 10 and the precast reinforced concrete beam 3. A reserved groove 14 is opened at one end of the precast reinforced concrete beam 3 located at the beam-column joint.

[0057] Specifically, the tops of multiple precast beam stirrups 8 are interspersed on the upper surface of the reinforced concrete precast beam 3, and secondary cast-in-place concrete 9 covers the precast beam stirrups 8. The reserved horizontal anchor bars 7 and the reserved longitudinal anchor bars 5 are tightly fitted together. The multiple reinforced concrete precast beams 3 and the multiple precast beam stirrups 8 are all welded together by steel bars. A grout layer 13 is provided at the connection of the lower surface of the upper precast column 2.

[0058] Furthermore, the column cap 4 is tenoned to the mortise of the lower precast column 17 via the tenon member 16 on its lower surface, and fixed with cross bolts. An epoxy interface treatment agent is applied to the contact surface, allowing for quick alignment during installation and preventing column cap misalignment. The cross bolt fixing further strengthens the vertical and horizontal constraints, effectively resisting loosening caused by joint vibration. The interface treatment agent fills the gaps in the tenon and mortise joint, enhancing bonding strength and blocking moisture penetration, preventing steel corrosion, improving joint durability, and adapting to complex environments such as humid and high-vibration conditions. The ends of the precast reinforced concrete beam 3 are embedded into the core area of ​​the joint via recessed grooves 14. Internally, pre-reserved horizontal anchor bars 7 and pre-reserved longitudinal anchor bars 5 are tightly attached and bound together. The precast reinforced concrete beam and precast beam stirrups 8 are welded to form a skeleton, with the top of the precast beam stirrups exposed and anchored to the secondary cast-in-place concrete 9. The pre-reserved steel bars are attached and welded to form a three-dimensional force-bearing system. The horizontal anchor bars transmit the horizontal force at the beam end, and the longitudinal anchor bars transmit the horizontal force at the beam end. The reinforcing bars transmit vertical forces, and the stirrups constrain the core concrete, ensuring smooth force transmission at the joint and preventing shear failure under horizontal loads. The groove 14 forms a tenon-and-mortise mechanical interlock with the secondary cast-in-place concrete 9, which, together with the hook at the top of the stirrups for anchoring, significantly increases the bonding area between the precast reinforced concrete beam and the joint, resulting in a significant improvement in bond strength and effectively preventing defects such as interface peeling and cracking after long-term use. The reserved anchor longitudinal bars 5 of the lower precast column penetrate through the column cap 4 and are inserted into the longitudinal bar anchor holes 6 of the upper precast column. High-strength grout is injected through the grouting hole 11, and air is discharged through the vent hole 12, achieving a dense anchoring of the longitudinal bars and anchor holes. A 20-30mm thick high-strength non-shrinkage grout layer 13 is laid on the lower surface of the upper precast column 2 to achieve a transition connection with the column cap 4. The high-strength grout has good fluidity and adhesion, and after curing, it forms a firm bond with the upper and lower components. It also has a certain degree of elasticity, which can buffer the vibration impact generated by earthquakes, wind loads, etc., and improve the vibration resistance of the joint.

[0059] Example 2

[0060] Reference Figure 1 , Figure 6-9 This is the second embodiment of the present invention, which is based on the previous embodiment. Specifically, the locking assembly 15 includes a sleeve 1501 fixedly connected to the outer surface of the template 10. The sleeve 1501 is symmetrically provided with clamping rods 1502 inside. The outer surface of the reinforced concrete precast beam 3 is fixedly connected with clamping blocks 1503. Each of the two clamping rods 1502 has a clamping groove 1504 on its opposite side. The inner wall of the clamping groove 1504 is fixedly connected with an anti-slip pad. The outer surface of the sleeve 1501 is threaded with a bidirectional adjusting screw 1505. The two ends of the bidirectional adjusting screw 1505 are rotatably connected to the two clamping rods 1502 respectively. An adjusting knob is fixedly connected to the middle of the bidirectional adjusting screw 1505. A spring 1506 is provided on the opposite side of the two clamping rods 1502.

[0061] Specifically, the outer surface of the clamping rod 1502 is provided with guide grooves 1508, and the inner wall of the sleeve 1501 is fixedly connected with guide sliders 1507 that are adapted to the guide grooves 1508. The clamping rod 1502 is slidably connected to the sleeve 1501 through the guide sliders 1507 and the guide grooves 1508. The lower surface of the column cap 4 is fixedly connected with a tenon member 16, and the interior of the lower precast column 1 is provided with a mortise member 17. One end of the tenon member 16 extends into the mortise member 17 for tenon-mortise and tenon connection, and is connected by multiple bolts that are interlaced.

[0062] Furthermore, the template 10 is fixed to the precast reinforced concrete beam 3 via the locking assembly 15. A bidirectional adjusting screw passes through the sleeve, with both ends rotatably connected to the clamping rods. The clamping rods slide against the guide groove 1508 on the inner wall of the sleeve via the guide slider 1507. A clamping groove 1504 is opened on the opposite side of the clamping rods, which engages with the clamping block 1503 on the outer surface of the precast reinforced concrete beam. A spring is installed between the two clamping rods. Rotating the adjusting knob drives the bidirectional adjusting screw 1505 to rotate, causing the two clamping rods 1502 to move towards each other along the guide groove 1508, so that the clamping groove 1504 and the clamping block 1503 are tightly engaged. The spring 1506 is in a slightly compressed state to achieve elastic pre-tightening. When disassembling, rotating the knob in the opposite direction separates the clamping rods 1502, and the spring 1506 resets to assist in unlocking, preventing relative slippage of the template during pouring and vibration. The locking and disassembly of the template 10 can be completed simply by rotating the adjusting knob, without the need for complicated tools.

[0063] like Figure 9 and Figure 7 As shown, the clamping block 1503 includes an integrally formed main body 15031 and a lower part 15032. The main body 15031 has a column head on the side opposite to the lower part 15032. The main body 15031 is tapered toward the lower part 15032, and the diameter of the connection between the main body 15031 and the lower part 15032 is smaller than the diameter of the lower part 15032. The inner diameter of the sleeve 1501 is adapted to the top of the main body 15031. The clamping groove 1504 protrudes to both sides of the axis of the bidirectional adjusting screws 1505, and the outer edge of the lower part 15032 is adapted to the clamping groove 1504.

[0064] A construction method for reinforced cast-in-place joints in prefabricated concrete structures, comprising the following steps:

[0065] S1: Reserve longitudinal anchor bars 5 and embed mortise members 17 in the lower precast column 1. Open longitudinal anchor holes 6, grouting holes 11 and vent holes 12 in the upper precast column 2. Embed horizontal anchor bars 7 and precast beam stirrups 8 in the reinforced concrete precast beam 3 and fix clamping blocks 1503. Fix tenon members 16 on the lower surface of column cap 4. After the components are transported to the construction site, clean the dust on the connection surfaces of the precast column, reinforced concrete precast beam and column cap, check the integrity of the reserved bars, tenons and anchor holes, and prepare the grouting layer material, secondary cast-in-place concrete 9 and grouting material.

[0066] S2: Hoist the lower precast column 1, and fix it after correcting its verticality; apply structural adhesive to the mortise member 17 on the upper surface of the lower precast column 1, align the tenon member 16 of the column cap 4 with the mortise member 17 and insert it to achieve the tenon-tenon connection, and then insert multiple bolts to fix it in a cross pattern to ensure that the column cap 4 is firmly connected to the lower precast column 1. Check whether the reserved anchor longitudinal reinforcement 5 accurately penetrates the column cap 4. If there is any offset, make a fine adjustment to ensure the verticality of the longitudinal reinforcement.

[0067] S3: Hoist the precast reinforced concrete beam 3 and fix its end to the upper surface of the column cap 4. Ensure that the reserved groove 14 at the end of the precast reinforced concrete beam 3 is aligned with the core area of ​​the beam-column joint. Adjust the level and elevation of the precast reinforced concrete beam 3 so that the reserved horizontal anchor bar 7 and the reserved longitudinal anchor bar 5 are tightly fitted. Then fix the precast reinforced concrete beam 3 and the precast beam stirrup 8 by welding the steel bars to form the joint steel reinforcement skeleton.

[0068] S4: Lay a grout layer 13 on the lower surface of the upper precast column 2. The thickness of the grout layer 13 is controlled at 20~30mm. Hoist the upper precast column 2 so that the reserved anchor longitudinal bars 5 are accurately inserted into the longitudinal bar anchor holes 6 of the upper precast column 2. Correct the verticality of the upper precast column 2 to ensure that the grout layer 13 is evenly stressed. Let it stand until the grout layer 13 initially sets.

[0069] S5: Attach the template 10 to the outer surface of the precast reinforced concrete beam 3, aligning the sleeve 1501 of the locking assembly 15 with the clamping block 1503. The outer surface of the precast reinforced concrete beam 3 is fixed by 1503, and the two are locked together. Rotate the adjusting knob in the middle of the bidirectional adjusting screw 1505 to drive the two clamping rods 1502 to move towards each other, so that the clamping groove 1504 is tightly engaged with the clamping block 1503. The anti-slip pad increases the contact friction, and the spring 1506 is in a slightly compressed state to achieve elastic pre-tension. At the same time, through the cooperation of the guide slider 1507 and the guide groove 1508, it is ensured that the clamping rods 1502 move smoothly, the template 10 is firmly fixed, and there is no loosening or displacement.

[0070] S6: Inject grout into the longitudinal reinforcement anchor hole 6 through the grouting hole 11 of the upper precast column 2. Observe the vent hole 12 during the grouting process. When the vent hole 12 overflows with uniform grout and no air bubbles are discharged, seal the grouting hole 11 and the vent hole 12. Lay secondary cast-in-place concrete 9 on the upper surface of the reinforced concrete precast beam 3 to ensure that the concrete covers the top of the precast beam stirrup 8. Use an immersion vibrator to compact the concrete. Avoid touching the formwork 10 and the reinforcing steel skeleton during the vibration process. After the pouring is completed, smooth the surface in time.

[0071] Working principle: First, the lower precast column 1 is precisely positioned and fixed using hoisting equipment. The tenon component 16 on the lower surface of the column cap 4 and the mortise component 17 inside the lower precast column 1 are used to achieve rapid positioning. The mechanical interlocking characteristics of the tenon and mortise structure can initially limit the horizontal displacement of the column cap. Then, cross bolts are used for fixing, and structural adhesive is applied to the contact surface to form a dual constraint of mechanical fixation and adhesive reinforcement, ensuring that the column cap is firmly connected to the lower precast column. Subsequently, the reinforced concrete precast beam 3 is hoisted, and the reserved groove 14 at its end is aligned with the core area of ​​the beam-column joint. The level and elevation of the reinforced concrete precast beam are adjusted so that the reserved horizontal anchor bar 7 and the reserved longitudinal anchor bar 5 are tightly attached. The reinforced concrete precast beam and the precast beam stirrup 8 are fixed by welding to form the joint reinforcement skeleton, laying the foundation for subsequent force transmission.

[0072] When the upper precast column 2 is hoisted, the grout layer 13 on its lower surface can compensate for the installation gap of the components, so that the reserved anchor longitudinal bars 5 can be accurately inserted into the longitudinal bar anchor holes 6 of the upper precast column. After the verticality is corrected, it is left to stand until the grout layer is initially set, so as to achieve the initial anchoring of the upper and lower precast columns. After the template 10 is attached to the outer surface of the reinforced concrete precast beam 3, it is fixed by locking component 15. Rotating the adjustment knob in the middle of the bidirectional adjustment screw 1505 drives the two clamping rods 1502 inside the sleeve 1501 to move towards each other along the matching trajectory of the guide slider 1507 and the guide groove 1508, so that the clamping groove 1504 is tightly engaged with the clamping block 1503 on the outer surface of the reinforced concrete precast beam. At this time, the anti-slip pad on the inner wall of the clamping groove increases the frictional resistance and prevents the template from slipping. The spring 1506 between the two clamping rods is in a slightly compressed state. The elastic pre-tightening force compensates for the thread gap and the vibration displacement generated by vibration, ensuring that the template is firmly fixed and forming a closed secondary cast-in-place concrete pouring space, providing stable constraints for concrete molding.

[0073] High-strength grout is injected into the longitudinal reinforcement anchor holes 6 through the grouting holes 11 of the upper precast column 2. During the grouting process, the air in the anchor holes is discharged in real time through the vent holes 12 to avoid the formation of air bubbles or voids. When the vent holes overflow with uniform grout and there are no air bubbles, the grouting holes and vent holes are sealed. After the grout has solidified, it forms a solid anchoring system with the reserved anchor longitudinal reinforcement 5 and the upper precast column 2, realizing the vertical force transmission between the upper and lower precast columns. Subsequently, secondary cast-in-place concrete 9 is laid on the upper surface of the reinforced concrete precast beam 3. The concrete covers the top of the precast beam stirrups 8 and is compacted by an immersion vibrator. During the vibration process, the stability of the formwork ensures the quality of concrete forming. The recessed groove 14 at the end of the precast reinforced concrete beam enables the cast-in-place concrete and the precast reinforced concrete beam to form a mechanical interlocking structure. Combined with the anchoring effect of the precast beam stirrups, this significantly improves the interface bond strength and prevents peeling or cracking after long-term use. After the joint is formed, an integrated load-bearing system is formed, consisting of precast columns, column caps, precast reinforced concrete beams, cast-in-place concrete, and steel reinforcement skeleton. Vertical loads are transferred to column caps 4 through the upper precast column 2 via the grouting anchoring system and the grout layer 13, and then distributed from the column caps to the lower precast column 1 and the precast reinforced concrete beam 3. When horizontal loads are applied, the tight fit between the reserved horizontal anchor bars 7 and the reserved longitudinal anchor bars 5 transmits the horizontal force. The precast beam stirrups 8 constrain the core area concrete. The cross bolts and tenon structure enhance the lateral displacement resistance of the column cap and the lower precast column. The elastic compensation characteristics of the spring 1506 can buffer some vibration impacts. The synergistic effect of each component ensures smooth force transmission and uniform stiffness at the joint, significantly improving the shear bearing capacity and seismic stability of the joint.

[0074] Finally, it should be noted that the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A precast concrete structure with reinforced joints, comprising precast reinforced concrete columns and precast reinforced concrete beams (3), wherein there are multiple precast reinforced concrete beams (3); The precast reinforced concrete column includes a lower precast column (1) and an upper precast column (2). The upper surface of the lower precast column (1) is provided with a column cap (4), and a precast reinforced concrete beam (3) is fixedly connected to the upper surface of the column cap (4). Its features are: Multiple reserved longitudinal anchor bars (5) are embedded in the lower precast column (1); multiple reserved horizontal anchor bars (7) are set inside the reinforced concrete precast beam (3), and multiple sets of reserved longitudinal anchor bars (5) and reserved horizontal anchor bars (7) are staggered. The precast reinforced concrete beams (3) are arranged in a cross shape on the column cap (4), and the adjacent precast reinforced concrete beams (3) are connected by a template (10) that is bent at a right angle. A locking assembly (15) is provided between the template (10) and the precast reinforced concrete beam (3). The end of the locking assembly (15) extends out of the template (10) and is used to adjust the locking of the locking assembly (15) between the template (10) and the precast reinforced concrete beam (3).

2. The prefabricated concrete structure cast-in-place joint reinforcement structure according to claim 1, characterized in that: The locking assembly (15) includes a sleeve (1501) fixedly connected to the outer surface of the template (10), and clamping rods (1502) are symmetrically arranged inside the sleeve (1501). The outer surface of the precast reinforced concrete beam (3) is fixedly connected with a clamping block (1503), and the two clamping rods (1502) are provided with clamping grooves (1504) on opposite sides. The inner wall of the clamping groove (1504) is fixedly connected with an anti-slip pad. The sleeve (1501) is threaded through a bidirectional adjusting screw (1505), and the two ends of the bidirectional adjusting screw (1505) are respectively rotatably connected to two clamping rods (1502); An adjustment knob is fixedly connected to the middle of the bidirectional adjusting screw (1505), and springs (1506) are provided on the opposite sides of the two clamping rods (1502).

3. The prefabricated concrete structure cast-in-place joint reinforcement structure according to claim 2, characterized in that: The clamping block (1503) includes an integrally formed main body (15031) and a lower part (15032). The main body (15031) has a column head on the side facing away from the lower part (15032). The main body (15031) shrinks towards the lower part (15032), and the diameter of the connection between the main body (15031) and the lower part (15032) is smaller than the diameter of the lower part (15032). The inner diameter of the sleeve (1501) is adapted to the top of the main body (15031); the clamping groove (1504) protrudes to both sides of the axis of the bidirectional adjusting screw (1505) on both sides, and the outer edge of the lower part (15032) is adapted to the clamping groove (1504).

4. The prefabricated concrete structure cast-in-place joint reinforcement structure according to claim 3, characterized in that: The outer surface of the clamping rod (1502) is provided with guide grooves (1508), and the inner wall of the sleeve (1501) is fixedly connected with guide sliders (1507) that are adapted to the guide grooves (1508). The clamping rod (1502) is slidably connected to the sleeve (1501) through the guide sliders (1507) and the guide grooves (1508).

5. The prefabricated concrete structure cast-in-place joint reinforcement structure according to claim 2, characterized in that: The upper precast column (2) has longitudinal reinforcement anchor holes (6) at the bottom and grouting holes (11) and venting holes (12) on the side. The longitudinal reinforcement anchor holes (6), grouting holes (11) and venting holes (12) are connected. The top of the reserved anchor longitudinal bar (5) extends into the longitudinal bar anchor hole (6) of the upper precast column (2).

6. The prefabricated concrete structure cast-in-place joint reinforcement structure according to claim 1, characterized in that, Multiple precast beam stirrups (8) are provided inside the precast reinforced concrete beam (3), and the top of the precast beam stirrups (8) extends out of the top of the precast reinforced concrete beam (3). The upper surface of the precast reinforced concrete beam (3) is covered with secondary cast-in-place concrete (9) to close the precast beam stirrups (8).

7. The prefabricated concrete structure cast-in-place joint reinforcement structure according to claim 1, characterized in that: A grout layer (13) is provided at the connection of the lower surface of the upper precast column (2), and the grout layer (13) is located on top of the reserved horizontal anchor bar (7).

8. The prefabricated concrete structure cast-in-place joint reinforcement structure according to claim 1, characterized in that: The lower surface of the column cap (4) is fixedly connected with a tenon member (16), and the interior of the lower precast column (1) is provided with a mortise member (17). One end of the tenon member (16) extends into the mortise member (17) for tenon-mortise connection and is connected by multiple bolts through cross-insertion.

9. A construction method for a cast-in-place joint reinforcement structure for prefabricated concrete structures according to any one of claims 1 to 8, characterized in that, Includes the following steps: S1: Reserved anchor longitudinal bars (5) and built-in mortise components (17) in the lower precast column (1), and opened longitudinal bar anchor holes (6), grouting holes (11) and venting holes (12) in the upper precast column (2). The longitudinal bar anchor holes (6), grouting holes (11) and venting holes (12) are all connected. Pre-embedded horizontal anchor bars (7) and precast beam stirrups (8) are pre-embedded in the precast reinforced concrete beam (3). The pre-embedded horizontal anchor bars (7) and precast beam stirrups (8) are welded in advance, and fixed clamping blocks (1503) are pre-embedded on the side of the precast reinforced concrete beam (3). A tenon component (16) is integrally provided on the lower surface of the column cap (4); After transporting the materials to the construction site, clean the dust from the connection surfaces of the lower precast columns (1), upper precast columns (2), reinforced concrete precast beams (3), and column caps (4), and check the integrity of the materials; then prepare the materials for the grout layer (13), secondary cast-in-place concrete (9), and grouting material. S2: Hoist the lower precast column (1), and fix it after correcting its verticality; apply structural adhesive to the mortise member (17) on the upper surface of the lower precast column (1), and insert the tenon member (16) of the column cap (4) into the mortise member (17) to achieve the tenon-tenon connection; then insert multiple bolts to fix it in a cross pattern to ensure that the column cap (4) is firmly connected to the lower precast column (1), and check whether the reserved anchor longitudinal bar (5) accurately penetrates the column cap (4). If there is any deviation, make a fine adjustment to ensure the verticality of the reserved anchor longitudinal bar (5); S3: Hoist the precast reinforced concrete beam (3), fix its end to the upper surface of the column cap (4), ensure that the reserved groove (14) at the end of the precast reinforced concrete beam (3) is aligned with the core area of ​​the beam-column node, adjust the level and elevation of the precast reinforced concrete beam (3) so that the reserved horizontal anchor bar (7) and the reserved longitudinal anchor bar (5) are closely fitted, and then fix the precast reinforced concrete beam (3) and the precast beam stirrup (8) by welding the steel bars to form the node steel reinforcement skeleton; S4: Lay a grout layer (13) on the lower surface of the upper precast column (2), and control the thickness of the grout layer (13) to be 20-30mm; hoist the upper precast column (2) so that the reserved anchor longitudinal bars (5) are accurately inserted into the longitudinal bar anchor holes (6) of the upper precast column (2), correct the verticality of the upper precast column (2), ensure that the grout layer (13) is evenly stressed, and let it stand until the grout layer (13) is initially set; S5: Place the template (10) against the outer surface of the precast reinforced concrete beam (3) so that the sleeve (1501) of the locking assembly (15) is aligned with the clamping block (1503); then rotate the adjustment knob in the middle of the bidirectional adjusting screw (1505) to drive the two clamping rods (1502) to move towards each other and slide along the guide slide groove (1508) through the guide slider (1507). The spring (1506) is in a compressed state so that the clamping groove (1504) is tightly engaged with the clamping block (1503). S6: Inject grout into the longitudinal reinforcement anchor hole (6) through the grouting hole (11) of the upper precast column (2). Observe the vent hole (12) during the grouting process. When the vent hole (12) overflows with uniform grout and no air bubbles are discharged, seal the grouting hole (11) and the vent hole (12). Lay secondary cast-in-place concrete (9) on the upper surface of the reinforced concrete precast beam (3) to ensure that the concrete covers the top of the precast beam stirrup (8). Use an immersion vibrator to compact it. Avoid touching the formwork (10), precast beam stirrup (8) and reserved horizontal anchor bar (7) during the vibration process. Smooth the surface in time after the pouring is completed.

Images