CN214785186U - Prefabricated floor assembled concrete frame structure system entirely - Google Patents
Prefabricated floor assembled concrete frame structure system entirely Download PDFInfo
- Publication number
- CN214785186U CN214785186U CN202121273200.6U CN202121273200U CN214785186U CN 214785186 U CN214785186 U CN 214785186U CN 202121273200 U CN202121273200 U CN 202121273200U CN 214785186 U CN214785186 U CN 214785186U
- Authority
- CN
- China
- Prior art keywords
- slab
- node
- full
- prefabricated
- reserved
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Landscapes
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The utility model discloses a full precast floor assembled concrete frame structure system, including prefabricated post, superposed beam and full precast floor, prefabricated post passes through beam column nodal connection with the superposed beam, the superposed beam passes through beam slab nodal connection with full precast floor, through the inter-plate nodal connection between the full precast floor, beam column node, beam slab node and inter-plate node all adopt UHPC wet seam node. The utility model has the advantages of simple structure, fault-tolerant nature is strong, the on-the-spot support is little with wet work volume, assembly rate is high and the construction is swift.
Description
Technical Field
The utility model belongs to a prefabricated floor assembled concrete frame structure system entirely.
Background
The node connection mode is a hot spot of the research of the fabricated concrete structure. Historical earthquake damage investigation shows that the main cause of damage to the fabricated building is the damage at the joint, and the key to ensure that the fabricated concrete structure has good earthquake resistance is reliable connection between prefabricated components at the joint. At present, common node connection modes of the fabricated concrete structure have various types, but all have certain defects. Therefore, in order to promote the rapid development of the prefabricated concrete structure in China, it is necessary and urgent to develop a novel node connection mode which is convenient, fast and reliable. When the assembled floor system is reinforced by the reinforced cast-in-place surface layer according to the building earthquake-resistant design specifications in China, the thickness of the assembled floor system is not less than 5 cm. However, the cast-in-place surface layer increases the field wet operation amount, and the self weight of the floor with less span is increased, so that the earthquake force is increased, and the stress in the plane of the floor is increased. Therefore, it is worth studying whether the post-cast joint connection of the reinforced precast floor slab is more effective than the adding of the cast-in-place reinforcing bar surface layer in terms of strengthening the in-plane rigidity and integrity of the fabricated floor slab.
The ultra-high performance concrete (UHPC for short) has the characteristics of ultra-high compressive strength, higher tensile strength, good toughness, excellent durability, basically no shrinkage after hot curing and the like. In order to obtain high-performance UHPC, wet heat curing is generally adopted, but at present, under the similar conventional production process and normal-temperature curing condition of common concrete, the 28-day strength of the UHPC can reach 170 MPa. It has been shown that the bond strength of ribbed steel bars in strength class 100 MPa-150 MPa is about 9 times that of C30-C40 ordinary concrete, and that HRB400 steel bars with a diameter of 20mm have a critical limit overlap length of only about 7.5d (d is the diameter of the steel bar) in UHPC with a strength class 150 MPa. If the UHPC is applied to the node connecting area of the fabricated concrete structure, the lapping and anchoring length of the steel bars can be reduced, the field construction amount and difficulty can be obviously reduced, and the assembly rate, the construction efficiency and the economy can be improved.
The fabricated concrete frame structure system in the current engineering has the following defects:
1. the assembly rate is low. Because the rigidity and the strength requirement of the frame structure node need to ensure effective connection between the assembly type components, the frame structure usually adopts the form of an overlapped floor system, a later poured concrete layer is integrated with each assembly type component, the function of an adhesive is played, the effective connection between the components is ensured, and meanwhile, the existence of a later poured band greatly reduces the assembly rate of the structure.
2. The wet workload is large. After the assembly of the assembled components is completed, the post-cast strip needs to be poured, so that the wet operation amount of a construction site can be increased.
3. And the field support is more. The laminated slab adopted in the assembly type frame structure has the advantages that the thickness of the prefabricated part of the laminated slab is small, and the rigidity of the laminated slab in the construction stage cannot meet the requirement, so that enough supports need to be arranged under the laminated slab in the construction process.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to overcome prior art not enough and provide a bear the weight of dynamic height, ductility is good, construction convenience, with low costs, bending resistance bearing capacity and the big full precast floor assembled concrete frame structure system of bending stiffness, be applicable to the wet seam connection of full precast floor and high strength concrete.
The utility model provides a full precast floor assembled concrete frame structure system, includes precast column 1, superposed beam 2 and full precast floor 3, precast column 1 passes through beam column node 4 with superposed beam 2 and is connected, superposed beam 2 passes through beam slab node 5 with full precast floor 3 and is connected, connect through interplate node 6 between the full precast floor 3, beam column node 4, beam slab node 5 and interplate node 6 all adopt UHPC wet joint node.
In this embodiment, beam column node 4 is reserved including setting up at the prefabricated post at 1 both ends of prefabricated post and is indulged muscle 7, beam column node stirrup 9 and set up and reserve at the "U" style of calligraphy superposed beam at 2 both ends of superposed beam and indulge muscle 8, beam column node stirrup 9 is reserved at the prefabricated post along the even suit of post height direction and is indulged the muscle 7 outside and form the steel reinforcement cage, the superposed beam is reserved and is indulged muscle 8 and alternate in the steel reinforcement cage from the both sides of steel reinforcement cage, the UHPC grout has been pour in the beam column node 4.
In this embodiment, the end of the prefabricated column reserved longitudinal bar 7 is provided with a steel bar pier head 10.
In this embodiment, the anchoring length of the prefabricated column reserved longitudinal rib 7 in the prefabricated column 1 and the anchoring length of the superposed beam reserved longitudinal rib 8 in the superposed beam 2 is 10-15 times of the diameter of the longitudinal rib.
In this embodiment, the beam slab node 5 includes "U" style of calligraphy full precast floor slab reserved steel bar 11, the beam slab node longitudinal reinforcement 12 that arranges along the beam length direction, many through length and the beam slab node stirrup 13 that evenly lays along the beam length direction that set up at 3 both ends of full precast floor slab, 3 both ends of full precast floor slab are shelved on composite beam 2, beam slab node longitudinal reinforcement 12 sets up at full precast floor slab reserved steel bar 11 inboard to with full precast floor slab reserved steel bar 11 ligature, beam slab node stirrup 13 suit forms the steel reinforcement cage in the full precast floor slab reserved steel bar 11 outside, the beam slab node 5 is built internally with UHPC grout material.
In this embodiment, the anchoring length of the pre-fabricated floor slab pre-fabricated steel bar 11 in the fully-fabricated floor slab 3 is 10-15 times of the diameter of the steel bar.
As an implementation mode of the inter-slab node, the inter-slab node 6 includes a U-shaped full-precast-floor reserved steel bar 11 disposed at two ends of the full-precast-floor 3, a plurality of through beam-slab node longitudinal bars 12 arranged along a beam length direction, and beam-slab node stirrups 13 uniformly arranged along the beam length direction, the beam-slab node longitudinal bars 12 are disposed at inner sides of the full-precast-floor reserved steel bar 11 and bound with the full-precast-floor reserved steel bar 11, the beam-slab node longitudinal bars 13 are sleeved at outer sides of the full-precast-floor reserved steel bar 11 to form a steel reinforcement cage, a suspension mold 14 is installed at the bottom of the inter-slab node 6 adjacent to the full-precast-floor 3, and a UHPC grouting material is poured in the inter-slab node 6.
As another embodiment of the inter-slab joint, the inter-slab joint 6 includes a U-shaped prefabricated floor slab pre-fabricated reinforcement 11 disposed at both ends of the full prefabricated floor slab 3, a plurality of through-length beam slab joint longitudinal reinforcements 12 arranged along the beam length direction, and beam slab joint stirrups 13 uniformly arranged along the beam length direction, the bottom of the connecting surface of the full precast floor slab 3 is provided with a convex edge 15, the edge and the full precast floor slab 3 are integrally poured, after the adjacent full precast floor slab 3 is connected, the edges are connected to form a bottom die, the reserved steel bars 11 of the full precast floor slab are arranged above the bottom die, the beam slab joint longitudinal bars 12 are arranged on the inner side of the reserved steel bars 11 of the full precast floor slab, and the beam slab node stirrups 13 are sleeved on the outer sides of the reserved steel bars 11 of the full precast floor slabs to form a steel reinforcement cage, and UHPC grouting materials are poured into the inter-slab nodes 6.
An object of the utility model is to overcome the technique not enough and provide a node strength height, simple structure, construction are swift, the assembly rate is high, wet operation volume is few, the on-the-spot supports few full precast floor assembled concrete frame structure system. The utility model discloses adopt the wet seam connection of UHPC to constitute in the node by prefabricated post, superposed beam and the full precast floor slab that does not take the coincide surface course. The utility model discloses a core is the adoption and does not take the full precast floor slab of coincide surface course to adopt the ultra high performance concrete to carry out wet seam connection at the frame node.
The utility model discloses the effect that well prefabricated floor assembled concrete frame structure system brought is:
1. the node strength is high. The UHPC wet joint connection can greatly improve the overall performance of the fabricated concrete frame structure and can overcome the problem that the connection node of the fabricated concrete frame structure connected in the traditional mode is weak.
2. Simple structure and quick construction. The system adopts a fully-prefabricated floor slab without a superposed surface, a post-cast strip does not need to be poured on the midspan floor slab, and the floor slabs are connected by UHPC wet joints only at the nodes, so that the structure is simpler than that of the traditional assembled structure.
3. The assembly rate is high. The assembly type frame system adopts a full prefabricated floor slab, and the integral assembly rate of the structure is greatly improved due to no overlapping surface.
4. The wet operation amount is small. The assembled frame system is connected by UHPC wet joints only at the node outlets, is different from the traditional system, saves the post-cast strip pouring work in the middle of a floor slab, and greatly reduces the field wet workload.
5. And the field support is less. The full-prefabricated floor slab selected for the system is different from the traditional laminated floor slab, the rigidity of the prefabricated floor slab in the construction stage meets the engineering requirement, only proper support needs to be arranged at the position of the floor slab support, and the field support quantity is greatly reduced.
Drawings
Fig. 1 is a schematic structural diagram of the beam-column joint of the present invention.
Fig. 2 is a schematic structural view of the beam-slab joint of the present invention.
Fig. 3 is a schematic structural diagram of a first inter-plate node according to the present invention.
Fig. 4 is a schematic structural diagram of a second inter-plate node according to the present invention.
Fig. 5 is the whole effect diagram of the single-layer frame node connection of the frame system of the present invention.
Fig. 6 is the whole effect diagram of the two-layer frame node connection of the frame system of the utility model.
In the attached drawings, 1, a column is prefabricated; 2. a composite beam; 3. fully prefabricating a floor slab; 4. beam-column joints; 5. a beam slab node; 6. nodes between boards; 7. reserving longitudinal ribs on the prefabricated columns; 8. reserving longitudinal ribs on the superposed beam; 9. a beam column joint stirrup; 10. a reinforcing steel bar pier head; 11. reserving steel bars for the full precast floor slab; 12. longitudinal ribs of beam slab joints; 13. a beam slab joint stirrup; 14. lifting the mold; 15. an edge.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, rather than all embodiments, and all other embodiments obtained by a person of ordinary skill in the art without creative work belong to the protection scope of the present invention based on the embodiments of the present invention.
As shown in fig. 1, fig. 2 and fig. 3, specifically explaining the embodiment of the system, the frame system is composed of a prefabricated column 1, a superposed beam 2, a fully prefabricated floor slab 3, a beam column node 4, a beam slab node 5 and an inter-slab node 6, wherein the beam column node 4, the beam slab node 5 and the inter-slab node 6 are all connected by UHPC wet joints.
As shown in fig. 1, the beam-column joint 4 is constructed and operated as follows: pre-embedding prefabricated column reserved longitudinal bars 7 at two ends of a prefabricated column 1, performing local cross section amplification treatment on the tail ends of the prefabricated column reserved longitudinal bars 7 by using a steel bar pier head 10, and uniformly arranging beam column joint stirrups 9 along the column height direction; the two ends of the superposed beam 2 are embedded with the superposed beam reserved longitudinal ribs 8, the superposed beam reserved longitudinal ribs 8 are distributed in a U shape at the outer part of the superposed beam 2, and after all parts of the beam column are assembled, UHPC grouting material is adopted to pour the beam column nodes 4.
As shown in fig. 2, the beam-slab joint 5 is constructed and operated as follows: the prefabricated floor slab preformed steel bars 11 are embedded at two ends of the prefabricated floor slab 3, and the prefabricated floor slab preformed steel bars 11 are distributed outside the prefabricated floor slab 3 in a U shape. The two ends of the full-prefabricated floor slab 3 are placed on the superposed beams 2, the through long beam slab joint longitudinal ribs 12 are arranged along the beam length direction, the beam slab joint stirrups 13 are uniformly arranged, and after the assembly of each beam slab part is finished, the beam slab joint 5 is poured by UHPC grouting material.
As shown in fig. 3, a first construction method of the inter-board node 6 is as follows: the difference with the beam-slab node 5 is that before pouring UHPC grouting material, the hanging mould 14 needs to be installed at the bottom of the slab, and the rest measures are the same as the steps of the beam-slab node 5.
As shown in fig. 4, a second construction method of the inter-board node 6 is as follows: the different place of the first construction method with the plate-to-plate node 6 is that the step does not need to hang the mold 14, the bottom of the connecting surface of the full precast floor slab 3 is provided with a convex edge 15, the edge 15 and the full precast floor slab 3 are integrally formed, after the full precast floor slab 3 is connected, the edge is connected to form a bottom mold, the bottom mold plays a role in hanging the mold, and other measures are the same as the steps of the beam slab node (5).
As shown in fig. 5, it is a schematic view of the connection structure of single-layer frame nodes with the structure, and fig. 6 is a schematic view of the connection structure of two-layer frame nodes with the structure.
The above embodiments are merely illustrative of the principles and effects of the present invention, and are not to be construed as limiting the invention. Modifications and variations can be made to the above-described embodiments by those skilled in the art without departing from the spirit and scope of the present invention. Accordingly, it is intended that all equivalent modifications or changes which may be made by those skilled in the art without departing from the spirit and technical spirit of the present invention be covered by the claims of the present invention.
Claims (8)
1. Prefabricated floor assembled concrete frame structural system entirely, its characterized in that: including prefabricated post (1), composite beam (2) and full precast floor slab (3), prefabricated post (1) is connected through beam column node (4) with composite beam (2), composite beam (2) is connected through beam slab node (5) with full precast floor slab (3), connect through inter-plate node (6) between full precast floor slab (3), beam column node (4), beam slab node (5) and inter-plate node (6) all adopt UHPC wet joint node.
2. A fully precast floor fabricated concrete frame structure system according to claim 1, wherein: beam column node (4) are reserved including setting up at the prefabricated post at prefabricated post (1) both ends and are indulged muscle (7), beam column node stirrup (9) and set up and reserve at the superimposed beam of "U" style of calligraphy at superimposed beam (2) both ends and indulge muscle (8), beam column node stirrup (9) are along the even suit of post height direction and are reserved to be indulged muscle (7) outside at the prefabricated post and form the steel reinforcement cage, the superimposed beam is reserved and is indulged muscle (8) and alternate in the steel reinforcement cage from the both sides of steel reinforcement cage, the UHPC grout material has been pour in beam column node (4).
3. A fully precast floor fabricated concrete frame structure system according to claim 2, wherein: the tail end of the prefabricated column reserved longitudinal rib (7) is provided with a steel bar pier head (10).
4. A fully precast floor fabricated concrete frame structure system according to claim 2, wherein: the anchoring length of the prefabricated column reserved longitudinal rib (7) in the prefabricated column (1) and the anchoring length of the superposed beam reserved longitudinal rib (8) in the superposed beam (2) is 10-15 times of the diameter of the longitudinal rib.
5. A fully precast floor fabricated concrete frame structure system according to claim 1, wherein: the beam-slab joint (5) comprises U-shaped full-prefabricated floor reserved steel bars (11) arranged at two ends of a full-prefabricated floor (3), a plurality of beam-slab joint longitudinal bars (12) arranged along the beam length direction and beam-slab joint stirrups (13) uniformly distributed along the beam length direction, two ends of the full-prefabricated floor (3) are placed on a superposed beam (2), the beam-slab joint longitudinal bars (12) are arranged on the inner side of the full-prefabricated floor reserved steel bars (11) and bound with the full-prefabricated floor reserved steel bars (11), the beam-slab joint stirrups (13) are sleeved on the outer side of the full-prefabricated floor reserved steel bars (11) to form a steel bar cage, and UHPC grouting material is poured in the beam-slab joint (5).
6. A fully precast floor fabricated concrete frame structure system according to claim 5, wherein: the anchoring length of the reserved steel bars (11) of the full precast floor slab in the full precast floor slab (3) is 10-15 times of the diameter of the steel bars.
7. A fully precast floor fabricated concrete frame structure system according to claim 1, wherein: the prefabricated floor slab comprises plate-to-plate nodes (6), beam-to-plate node longitudinal ribs (12) and beam-to-plate node stirrups (13), wherein the plate-to-plate nodes are arranged at two ends of a full prefabricated floor slab (3) and are uniformly distributed along the beam length direction, the beam-to-plate node longitudinal ribs (12) are arranged on the inner side of the plate-to-plate reserved ribs (11) and are bound with the full prefabricated floor slab reserved ribs (11), the beam-to-plate node stirrups (13) are sleeved on the outer side of the full prefabricated floor slab reserved ribs (11) to form a reinforcement cage, a hanging die (14) is arranged at the bottom of each plate-to-plate node (6) of the full prefabricated floor slab (3), and UHPC grouting material is poured in each plate-to-plate node (6).
8. A fully precast floor fabricated concrete frame structure system according to claim 1, wherein: the inter-slab joint (6) comprises U-shaped prefabricated floor slab reserved steel bars (11) arranged at two ends of the full prefabricated floor slab (3), a plurality of beam slab joint longitudinal bars (12) which are arranged along the length direction of the beam and are long through, and beam slab joint stirrups (13) which are uniformly arranged along the length direction of the beam, the bottom of the connecting surface of the full precast floor slab (3) is provided with a convex edge (15), after the adjacent full precast floor slabs (3) are connected, the edges are connected to form a bottom die, the reserved steel bars (11) of the full precast floor slab are arranged above the bottom die, the beam slab joint longitudinal bar (12) is arranged on the inner side of the reserved steel bar (11) of the full precast floor slab, and the beam slab joint stirrup (13) is sleeved on the outer side of the reserved steel bar (11) of the full precast floor slab to form a steel bar cage, and UHPC grouting material is poured in the slab joint (6).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121273200.6U CN214785186U (en) | 2021-06-08 | 2021-06-08 | Prefabricated floor assembled concrete frame structure system entirely |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121273200.6U CN214785186U (en) | 2021-06-08 | 2021-06-08 | Prefabricated floor assembled concrete frame structure system entirely |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN214785186U true CN214785186U (en) | 2021-11-19 |
Family
ID=78700647
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202121273200.6U Expired - Fee Related CN214785186U (en) | 2021-06-08 | 2021-06-08 | Prefabricated floor assembled concrete frame structure system entirely |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN214785186U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114086696A (en) * | 2021-12-01 | 2022-02-25 | 中冶南方城市建设工程技术有限公司 | Construction method of overlapped constructional column |
-
2021
- 2021-06-08 CN CN202121273200.6U patent/CN214785186U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114086696A (en) * | 2021-12-01 | 2022-02-25 | 中冶南方城市建设工程技术有限公司 | Construction method of overlapped constructional column |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108755963B (en) | Partially prefabricated assembled type steel reinforced concrete giant frame structure and construction method | |
| CN105735469B (en) | A kind of part adhesive precast prestressed concrete frame structure | |
| CN105544801A (en) | Bolted connection technique for prefabricated large plate shear wall provided with concealed bracing and construction method | |
| CN105804255A (en) | Assembling structure for prefabricated concrete beam and composite steel pipe concrete column, and construction method for assembling structure | |
| CN112761176A (en) | Socket and embedded steel bar combined prefabricated hollow pier-bearing platform connection method and structure | |
| CN106013432A (en) | Joint connecting structure in high-ductility assembled integrated frame and construction method | |
| CN203452228U (en) | Frame-shear wall architectural structure | |
| CN214785186U (en) | Prefabricated floor assembled concrete frame structure system entirely | |
| CN110644662A (en) | Prefabricated flat slab composite slab based on stress and splitting method thereof | |
| CN111075081B (en) | Laminated slab and construction method thereof | |
| CN101025024A (en) | Steel reinforced concrete stereo force-bearing structure storied buiding cover | |
| CN117188606A (en) | Prestressed assembled concrete beam column node and construction method thereof | |
| CN217204673U (en) | Connection node of prefabricated reinforced concrete column and beam | |
| CN203603370U (en) | Prestress perforation-shaped web box type steel reinforced concrete composite beam | |
| CN203654605U (en) | Pre-stressed perforated web I-shaped steel-concrete composite beam | |
| CN113106846A (en) | Assembled type reinforced concrete-filled steel tube composite beam and construction method thereof | |
| CN215253826U (en) | Novel unidirectional continuous prefabricated hollow slab floor without post-cast layer | |
| CN218264498U (en) | Laminated slab with steel pipe truss | |
| CN109853808A (en) | A kind of two-way floor of overlapping concrete reinforcement ring | |
| CN218060702U (en) | Post-cast integral type assembled concrete frame beam column joint | |
| CN110644618A (en) | Post-tensioned pre-stressed assembled concrete superposed beam reinforcing steel bar structure and design method thereof | |
| CN212153819U (en) | Assembled power consumption shear force wall system | |
| CN220451077U (en) | Rear Zhang Huan bonded precast prestressed concrete frame structure system connected by UHPC | |
| CN203547018U (en) | Prestressed tooth hole-shaped web T-shaped steel reinforced concrete composite beam | |
| CN220451088U (en) | Post-tensioned bonded precast prestressed concrete open-pore beam frame structure system connected by UHPC (ultra high pressure concrete) |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20211119 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |