CN217517912U - Plate-end shear-resistant reinforced assembled composite slab floor system - Google Patents
Plate-end shear-resistant reinforced assembled composite slab floor system Download PDFInfo
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- CN217517912U CN217517912U CN202220790905.3U CN202220790905U CN217517912U CN 217517912 U CN217517912 U CN 217517912U CN 202220790905 U CN202220790905 U CN 202220790905U CN 217517912 U CN217517912 U CN 217517912U
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Abstract
The utility model provides a board end shearing resistance strenghthened type assembled superimposed sheet combination superstructure, including a plurality of SP prestressing force cored slabs and the girder steel that has the shear force connecting piece of welding, SP prestressing force cored slab and girder steel form unified whole through post-cast concrete coincide layer, every interval a plurality of core holes at SP prestressing force cored slab longitudinal both ends, the position of board top surface is opened slottedly, and the fluting width is less than the core hole diameter, and the inslot is erect and is equipped with the reinforcing bar rack, and the tip of fluting is provided with the block structure; and the upper part of the steel bar net rack in the groove exceeds the top surface of the SP prestressed hollow slab and extends into the post-cast concrete layer. The utility model discloses can increase the effective width of plate rib, improve the board end ability of shearing for the prefabricated plate forms unified whole with post-cast concrete layer.
Description
Technical Field
The utility model relates to a building structure technical field specifically is a board end strenghthened type assembled superimposed sheet composite floor that shears.
Background
The fabricated building is suitable for industrial production, green and environment-friendly, has short construction period, and is greatly praised by China. The steel-concrete composite floor is a composite structure formed by combining steel beams and concrete floors, a formwork is not required in construction, and the precast concrete slabs can be precast by factories and directly hoisted on site, so that the efficiency is greatly improved, the labor force is saved, and meanwhile, a large amount of cost is saved.
Researches have found that the end of the SP prestressed hollow slab composite floor has weak shearing bearing capacity, the integrity of the SP slab composite floor without the superposed layer is poor, and the SP slab composite floor is not suitable for the condition of bidirectional stress and is generally applied to low-rise buildings with low earthquake-resistant requirements.
According to the experimental research of the project group, the stress borne by the cast-in-place concrete layer on the prestressed plate is smaller, and the stress borne by the distributed steel bars in the cast-in-place concrete layer is also smaller.
With the rapid development of economy in China, the assembly type building is developing towards high-rise and large-span directions, the floor system is an important component in the building, and a new floor system form is required to be searched more and more urgently to meet the development requirement, so that a novel plate end shear-resistant reinforced assembly type composite floor system needs to be explored.
SUMMERY OF THE UTILITY MODEL
The utility model discloses a solve prior art's problem, provide a board end strenghthened type assembled superimposed sheet composite floor that shears, can increase the effective width of plate rib, improve the board end ability of shearing for the prefabricated plate forms unified whole with post-cast concrete layer.
The utility model discloses a plurality of SP prestressing force cored slabs and the girder steel that has the shear force connecting piece of welding, SP prestressing force cored slab and girder steel form unified whole through pouring the concrete coincide layer after, every interval a plurality of core holes at SP prestressing force cored slab longitudinal both ends, the board top surface position is opened slottedly, and the fluting width is less than the core hole diameter, and the inslot is erect the reinforcing bar rack, and the tip of fluting is provided with block structure; and the upper part of the steel bar net rack in the groove exceeds the top surface of the SP prestressed hollow slab and extends into the post-cast concrete layer.
The steel bar net rack in the groove is further improved and consists of two rows of longitudinal stressed main bars, end vertical shear steel bars and truss bars.
In the two rows of longitudinal stressed main ribs, the upper layer longitudinal stressed main rib is arranged in a slot of the SP prestressed hollow slab, is higher than the top surface of the SP prestressed hollow slab and exists in a post-cast concrete layer; the truss ribs are in a spiral form, the two rows of longitudinal stressed main ribs are arranged inside a circle formed by the truss ribs, the longitudinal main ribs are connected with the truss ribs, and the vertical shear steel bars at the end parts are connected with the end parts of the two rows of longitudinal stressed main ribs.
In the two rows of longitudinal stressed main ribs, the length of the lower-layer longitudinal main rib is the sum of the slotting lengths of the two SP prestressed hollow slabs, the width of the steel beam is added, the lap joint length of the SP prestressed hollow slabs on the steel beam is subtracted, and the length of the upper-layer longitudinal main rib is larger than the length of the lower-layer longitudinal main rib.
The end part of the truss rib is provided with a section of horizontal reinforcing steel bar, and the horizontal reinforcing steel bar is connected with the upper longitudinal main reinforcing steel bar in parallel.
When the longitudinal steel bar net rack is connected with the beam-plate at the middle beam, the longitudinal steel bar net rack is connected with the in-groove steel bar net rack at the other side across the steel beam, and when the longitudinal steel bar net rack is connected with the beam-plate at the boundary beam, the longitudinal steel bar net rack is welded with the steel beam through the vertical stressed steel bar at the end part.
In a further improvement, the top surface of the SP prestressed hollow slab is a concave-convex rough surface.
Further improved, the post-cast concrete is fiber anti-crack concrete.
The utility model has the advantages that:
1. the core hole of the plate end is provided with a groove and filled with concrete, so that the effective width of the plate end rib can be increased, and the shearing resistance of the plate end can be improved.
2. The reinforcing steel bar net rack is arranged in the plate end groove, so that the continuity and the integrity of the floor can be enhanced, and partial negative bending moment can be borne under the action of vertical load. The steel bar net rack is higher than the grooving height and extends into the post-cast concrete layer, so that the post-cast concrete layer and the SP prestressed hollow slab are connected into a whole to form a novel floor system.
3. The setting of reinforcing bar rack can prevent that SP prestressing force hollow slab and post-cast concrete layer from breaking away from each other, can strengthen relevant wholeness ability.
4. SP prestressed hollow slab, reinforcing bar rack all can prefabricate for holistic construction becomes simple, can shorten the period of labour.
5. The length of a row of longitudinal main reinforcements on the reinforcing steel bar net rack can be determined to be deep into a post-cast concrete layer according to actual engineering requirements.
6. By using the fiber anti-crack concrete, the material can be saved without influencing the performance of the integral floor system.
7. The length of the compact core hole can be changed by adjusting the length of the slot to meet the design requirements of the slab ends of different span floor systems.
Drawings
Fig. 1 is a schematic connection diagram of a plate end shear-resistant reinforced type fabricated composite slab floor at an edge beam.
Fig. 2 is a schematic connection diagram of a plate end shear-resistant reinforced assembled composite slab floor at a center sill.
Fig. 3 is a schematic cross-sectional view of a plate end shear-reinforced fabricated composite slab floor.
Fig. 4 is a schematic plan view of a plate end shear-resistant reinforced assembled composite slab floor at an edge beam.
Fig. 5 is a schematic plan view of a plate end shear-reinforced fabricated composite slab floor at a center sill.
In the figure, 1, horizontal section steel bars in truss bars close to a plate; 2. post-pouring a concrete layer; 3. an upper layer of longitudinal main reinforcing bars; 4. truss ribs; 5. horizontal section steel bars in the truss bars close to the steel beams; 6. a longitudinal main reinforcement bending section; 7. a shear connector; 8. vertical shear bars adjacent to the beam; SP prestressed hollow slab; 10. a blocking structure; 11. vertical shear bars adjacent to the slab; 12. the lower layer of longitudinal main reinforcing bars; 13. a steel beam.
Detailed Description
The present invention will be further explained with reference to the accompanying drawings.
The utility model provides a board end strenghthened type assembled superimposed sheet combination superstructure that shears mainly includes SP prestressing force hollow slab 9, by horizontal section reinforcing bar 1 in the truss muscle that is close to the board, the vertical main force muscle 3 in upper strata, truss muscle 4, horizontal section reinforcing bar 5 in the truss muscle that is close to the girder steel, vertical main force muscle turn-up section 6, the vertical shear force reinforcing bar 8 that is close to the roof beam, the vertical shear force reinforcing bar 11 that is close to the board, the reinforcing bar rack that the vertical main force muscle 12 of lower floor formed, girder steel 13, shear connector 7, post-cast concrete layer 2, as shown in figure 1, figure 2, figure 3, figure 4 and figure 5.
The SP prestressed hollow slab 9 is grooved at about 1/4 on the upper surface of the core hole at the end of the slab, the width of the groove is slightly smaller than the diameter of the core hole, as shown in fig. 3, 4 and 5.
And assembling a steel bar net rack consisting of a horizontal section steel bar 1 in the truss steel bar close to the plate, an upper layer of longitudinal main force steel bar 3, a truss steel bar 4, a horizontal section steel bar 5 in the truss steel bar close to the steel beam, a longitudinal main force steel bar bent section 6, a vertical shear steel bar 8 close to the beam, a vertical shear steel bar 11 close to the plate and a lower layer of longitudinal main force steel bar 12. Wherein, be close to horizontal section reinforcing bar 1 in the truss muscle of board and be close to the truss muscle of girder steel horizontal section reinforcing bar 5 should weld with the vertical main force muscle 3 in upper strata to form more firm vertical reinforcing bar rack.
The end core hole near the plate at the slot is sealed by a sealing structure 1.
Placing the reinforcing steel bar net rack into the corresponding position in the groove, and when the edge beam is in beam-plate connection, spot-welding the vertical shear reinforcing steel bars 8 close to the beam on the steel beam, as shown in figure 1; in the case of a center sill beam-to-plate connection, the installation is performed as shown in fig. 2.
Mixing fiber anti-crack concrete, and allowing the post-cast concrete to flow into the core hole of the SP prestressed hollow slab through the groove and flow into the shear connector 7 at the upper part of the steel beam to form a uniform composite floor, as shown in figures 1, 2, 3, 4 and 5.
The utility model discloses a construction process does:
1) prefabricating a needed SP prestressed hollow slab, grooving core holes at the end of the slab at intervals of a plurality of core holes, and processing the slab surface of the SP prestressed hollow slab to form a rough surface;
2) plugging the tail end of the slot close to the plate, wherein in the plugging process, the rubber pipe extends into the slot close to the tail end of the plate to plug the core hole, and the filler comprises a polyurethane foaming agent;
3) welding the processed shear connecting piece on the steel beam;
4) hoisting the processed SP prestressed hollow slab on site, and erecting the processed SP prestressed hollow slab at the upper flange of a steel beam welded with a shear connector;
5) processing the required longitudinal main reinforcement, vertical shear reinforcement and truss reinforcement, connecting the longitudinal main reinforcement, the vertical shear reinforcement and the truss reinforcement, and manufacturing the required reinforcement net rack in batches;
6) erecting a reinforcing steel bar net rack at the groove at the plate end, spot-welding vertical shear steel bars 8 close to a beam on the steel beam when the beam-plate connection is carried out at the boundary beam, and connecting the reinforcing steel bar net rack in the groove of the SP prestressed hollow slab on the other side across the steel beam when the beam-plate connection is carried out at the center beam;
7) mixing fiber anti-crack concrete;
8) and pouring the fiber anti-crack concrete in the groove, the shear connector at the upper part of the steel beam and the top of the SP prestressed hollow slab to form a concrete layer, and finally forming the plate-end shear-resistant reinforced assembled laminated slab composite floor.
The utility model discloses the concrete application way is many, and the above-mentioned only is the preferred embodiment of the utility model, should point out, to ordinary skilled person in this technical field, under the prerequisite that does not deviate from the utility model discloses the principle, can also make a plurality of improvements, and these improvements also should be regarded as the utility model discloses a scope of protection.
Claims (7)
1. The utility model provides a board end strenghthened type assembled superimposed sheet combination superstructure that shears, includes a plurality of SP prestressing force hollow slab and the girder steel that has the shear force connecting piece of welding, SP prestressing force hollow slab and girder steel through water the concrete superimposed layer after and form unified whole, its characterized in that: the SP prestressed hollow slab is characterized in that a plurality of core holes are formed at two longitudinal ends of the SP prestressed hollow slab at intervals, a groove is formed in the top surface of the slab, the width of the groove is smaller than the diameter of each core hole, a reinforcing steel bar net rack is erected in the groove, and a plugging structure is arranged at the end part of the groove; and the upper part of the steel bar net rack in the groove exceeds the top surface of the SP prestressed hollow slab and extends into the post-cast concrete layer.
2. The plate end shear-resistant reinforced fabricated composite slab floor system according to claim 1, wherein: the steel bar net rack in the groove is composed of two rows of longitudinal stress main bars, end vertical shear steel bars and truss bars.
3. The plate end shear-resistant reinforced fabricated composite slab floor system according to claim 2, wherein: in the two rows of longitudinal stressed main ribs, the upper layer longitudinal stressed main rib is arranged in a slot of the SP prestressed hollow slab, is higher than the top surface of the SP prestressed hollow slab and exists in a post-cast concrete layer; the truss ribs are in a spiral form, the two rows of longitudinal stressed main ribs are arranged inside a circle formed by the truss ribs, the longitudinal main ribs are connected with the truss ribs, and the vertical shear steel bars at the end parts are connected with the end parts of the two rows of longitudinal stressed main ribs.
4. The plate end shear-resistant reinforced type fabricated composite floor system according to claim 2 or 3, wherein: in the two rows of longitudinal stressed main ribs, the length of the lower-layer longitudinal main rib is the sum of the slotting lengths of the two SP prestressed hollow slabs, the width of the steel beam is added, the lap joint length of the SP prestressed hollow slabs on the steel beam is subtracted, and the length of the upper-layer longitudinal main rib is larger than the length of the lower-layer longitudinal main rib.
5. The plate end shear-resistant reinforced fabricated composite slab floor system according to claim 2, wherein: the end part of the truss rib is provided with a section of horizontal reinforcing steel bar, and the horizontal reinforcing steel bar is connected with the upper longitudinal main reinforcing steel bar in parallel.
6. The plate end shear-resistant reinforced type fabricated composite slab floor system according to claim 1, wherein: the top surface of the SP prestressed hollow plate is a rough surface.
7. The plate end shear-resistant reinforced fabricated composite slab floor system according to claim 1, wherein: the post-cast concrete is fiber anti-crack concrete.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
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CN202220790905.3U CN217517912U (en) | 2022-04-07 | 2022-04-07 | Plate-end shear-resistant reinforced assembled composite slab floor system |
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CN202220790905.3U CN217517912U (en) | 2022-04-07 | 2022-04-07 | Plate-end shear-resistant reinforced assembled composite slab floor system |
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CN217517912U true CN217517912U (en) | 2022-09-30 |
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CN202220790905.3U Active CN217517912U (en) | 2022-04-07 | 2022-04-07 | Plate-end shear-resistant reinforced assembled composite slab floor system |
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- 2022-04-07 CN CN202220790905.3U patent/CN217517912U/en active Active
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