CN118223390A - Active precast pier-precast beam consolidation connection node and construction method - Google Patents
Active precast pier-precast beam consolidation connection node and construction method Download PDFInfo
- Publication number
- CN118223390A CN118223390A CN202410643646.5A CN202410643646A CN118223390A CN 118223390 A CN118223390 A CN 118223390A CN 202410643646 A CN202410643646 A CN 202410643646A CN 118223390 A CN118223390 A CN 118223390A
- Authority
- CN
- China
- Prior art keywords
- precast
- pier
- anchor ear
- cavity
- precast beam
- 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.)
- Granted
Links
- 238000007596 consolidation process Methods 0.000 title claims abstract description 31
- 238000010276 construction Methods 0.000 title abstract description 6
- 238000005266 casting Methods 0.000 claims description 42
- 229910000831 Steel Inorganic materials 0.000 claims description 36
- 239000010959 steel Substances 0.000 claims description 36
- 239000004567 concrete Substances 0.000 claims description 34
- 238000000034 method Methods 0.000 claims description 15
- 238000013461 design Methods 0.000 claims description 8
- 238000005452 bending Methods 0.000 claims description 5
- 238000004873 anchoring Methods 0.000 claims description 3
- 210000001503 joint Anatomy 0.000 claims description 3
- 238000009434 installation Methods 0.000 abstract description 4
- 230000000903 blocking effect Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000011065 in-situ storage Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 238000010030 laminating Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses an active precast pier-precast beam consolidation connection node and a construction method, which relate to the technical field of assembly type buildings and comprise two sections of precast beams, precast piers, temporary anchor hoops and four groups of tensioning structures; wherein: two sections the downside of precast beam tip all has encloses fender structure, just precast beam with enclose fender structure integrated into one piece, two enclose and keep off the structure through four sets of taut structure concatenation installations, two enclose the inside position that keeps off the structure and enclose and form and pour the inner chamber, interim staple bolt install in the upper end of precast pier, two enclose fender structure lower extreme with the upside overlap joint of interim staple bolt, the upper end of precast pier inserts pour in the inner chamber. The invention realizes the rapid and rigid connection of the precast beam and the precast pier, and ensures the integrity of the connecting node; the provided calculation formula can consider the influence of active pre-stressing and accurately calculate the connection length according to the stress state.
Description
Technical Field
The invention relates to the technical field of assembled buildings, in particular to an active prefabricated pier-prefabricated beam consolidation connection node and a construction method.
Background
Pier beam consolidation is a common connection in bridge structure systems, and the system does not need a capping beam and a support, directly connects a beam body and a pier column, and is beneficial to improving the integral mechanical property of the structure. The current pier beam consolidation related connection structure is mainly applicable to cast-in-situ concrete beams, cast-in-situ concrete piers, steel beams, cast-in-situ concrete piers and steel beams, precast concrete piers.
The pier beam consolidation is in rigid connection under the stress, and the rigidity of the node needs to be ensured. For the concrete bridge with the prefabricated components of the beam body and the pier stud, the connection interface cannot be completely combined, the integrity of the node is difficult to ensure, and the requirement of rigid connection cannot be met, so that the consolidation connection between the prefabricated concrete beam and the prefabricated concrete pier stud is difficult to realize by the existing connection structure and design method.
Disclosure of Invention
The invention aims to provide an active precast pier-precast beam consolidation connection node and a construction method, which solve the problems that a connection interface cannot be completely combined for a concrete bridge with a beam body and a pier column being precast components, the integrity of the node is difficult to ensure, and the requirement of rigid connection cannot be met.
The technical problems are solved by the following technical scheme, and the first aspect of the invention provides an active precast pier-precast beam consolidation connecting node which comprises two sections of precast beams, precast piers, temporary hoops and four groups of tensioning structures; wherein:
The lower sides of the ends of the precast beams are provided with enclosing structures, the precast beams and the enclosing structures are integrally formed, the two enclosing structures are spliced and installed through four groups of tensioning structures, the inner positions of the two enclosing structures are enclosed to form a pouring inner cavity, the temporary anchor ear is installed at the upper end of the precast pier, the lower ends of the two enclosing structures are overlapped with the upper sides of the temporary anchor ear, the upper ends of the precast piers are inserted into the pouring inner cavity, the ends of the precast beams are provided with notches corresponding to the pouring inner cavity, and concrete is poured in the notches and the pouring inner cavity;
The tensioning structure comprises a prestress steel bar, a reserved pipeline and two anchor nuts; wherein: the pre-stressed steel bar penetrates through the inner hole of the pre-stressed steel bar, the two anchor nuts are respectively connected with the end parts of the two ends of the pre-stressed steel bar in a threaded manner, and the anchor nuts are abutted against the outer wall of the corresponding enclosing structure;
the method for calculating the depth of the prefabricated pier inserted into the pouring inner cavity comprises the following steps:
step one: taking the connection nodes of the precast pier and the precast beam as consolidation treatment, and establishing a finite element calculation model;
Step two: obtaining bending moment at the joint of the precast pier and the precast beam according to the finite element calculation model And shear/>；
Step three: calculating the stress applied by the tensioning structure to the concrete in the casting cavity as follows：
; And:
；/>；
Wherein, For the vertical distance of the longitudinal pre-stressing action point from the center of the cross section of the enclosure structure,/>Is the vertical distance from the transverse pre-stressing action point to the center of the cross section of the enclosure structure,/>Acting force applied to single prestress steel bar,/>For the casting cavity width,/>For the casting cavity length,/>For the distance from the bottom surface of the pouring cavity to the bottom surface of the precast beam,/>For the transverse bridge direction engineering stress of the casting inner cavity,/>Engineering stress in the longitudinal bridge direction of the casting cavity;
Fourth step: calculating the depth of the prefabricated pier inserted into the pouring inner cavity And/>The method comprises the following steps:
；
Wherein, For casting the compressive strength of the concrete in the cavity,/>Is the diameter of the precast pier.
Preferably, the enclosing structure comprises a bearing plate and two cavity plates; wherein:
the two cavity plates are respectively fixed at the two ends of the bearing plate, and the two cavity plate ends on the same side of the enclosing structure are in butt joint and fixation.
Preferably, the temporary anchor ear comprises two anchor ear arc plates, two anchor ear top plates, two support plates and two groups of opposite pull bolts; wherein:
The two anchor ear roof is fixed in the upper end of two anchor ear arc boards respectively, two the both ends of anchor ear arc board all have dull and stereotyped portion, and two the dull and stereotyped portion of anchor ear arc board correspondence side is fixed through two sets of split bolts respectively, corresponds the upside of backup pad is fixed in and corresponds the lower surface of anchor ear roof corresponds the side of backup pad is fixed in and corresponds the outside of anchor ear arc board.
Preferably, the outer side of the upper end of the precast pier is provided with 0.7And the wave distance of the corrugated section is 3-4 times of the wave depth.
Preferably, the single prestress steel bar applies a forceThe method comprises the following steps:
；
Wherein, Is the tension stress of the prestressed steel bar and/>Is the standard value of the strength of the prestress rod,/>Is the radial sectional area of the prestressed steel bar.
Preferably, the vertical distance between the longitudinal pre-stressing action point and the center of the cross section of the enclosure structure The vertical distance/>, from the transverse pre-stressing action point to the center of the cross section of the enclosure structure 。
Preferably, the end span gap of two adjacent sections of the precast beams is that,/>And taking 1/1000 of the length of the precast beam.
The second invention provides a construction method of the active precast pier-precast beam consolidation connection node, which comprises the following steps:
step one: the prefabricated beam, the prefabricated pier and the temporary anchor ear are produced in a factory, the enclosure structure and the prefabricated beam are prefabricated in the factory, and the enclosure structure and the prefabricated beam are integrally formed;
step two: according to the depth of the prefabricated pier inserted into the casting cavity Measuring the position of the temporary anchor ear fixed on the prefabricated pier, and fixing the anchor ear on the measured position; hoisting the prefabricated pier and installing the prefabricated pier to a corresponding position; the surrounding baffle structure of the hoisting precast beam is lapped on the temporary anchor ear;
step three: filling a casting cavity with casting concrete for the first time, and casting the casting cavity to the bottom surface of the precast beam;
step four: symmetrically tensioning and anchoring the prestressed steel bar when the first poured concrete reaches 90% of the design strength; pouring concrete for the second time to fill the notch and pouring the notch to the top surface of the precast beam;
step five: and (5) removing the temporary anchor ear to form a consolidation connection when the concrete poured for the second time reaches 90% of the design strength.
Compared with the prior art, the invention has the beneficial effects that:
1. the invention realizes the rapid and rigid connection of the precast beam and the precast pier, and ensures the integrity of the connecting node.
2. By actively applying prestress to the connecting node, the rigidity of the connecting node is improved, and the length of the prefabricated pier extending into the cavity is reduced.
3. According to the invention, the gaps are reserved at the beam ends by pouring the concrete in the cavity in multiple times, so that the application efficiency of the prestress is improved.
4. The calculation formula provided by the invention can consider the influence of active pre-stressing and accurately calculate the connection length according to the stress state.
Drawings
FIG. 1 is an overall schematic of the present invention;
FIG. 2 is a side cross-sectional view of the present invention;
FIG. 3 is a top cross-sectional view of the present invention;
FIG. 4 is a schematic view of a precast pier according to the present invention;
FIG. 5 is a three-dimensional schematic view of a temporary anchor ear of the present invention;
FIG. 6 is a schematic top view of the present invention;
FIG. 7 is a schematic diagram of parameters of a front view angle according to the present invention;
FIG. 8 is a schematic top view of the parameters of the present invention;
FIG. 9 is a finite element computation model in the second embodiment;
FIG. 10 is a finite element calculated bending moment distribution diagram in the second embodiment;
fig. 11 is a finite element calculated shear force distribution diagram in the second embodiment.
The figures represent the numbers:
1-precast pier, 11-corrugated section, 2-precast beam, 3-tensioning structure, 4-bearing plate, 5-cavity plate, 6-temporary anchor ear, 61-anchor ear top plate, 62-anchor ear arc plate, 63-opposite pull bolt, 7-notch, -Reserving a gap between the end spans of two adjacent precast beams,Vertical distance of longitudinal pre-stressing point from the center of the cross section of the enclosure structure,/>Vertical distance of transverse pre-stressing point from the center of the cross section of the enclosure structure,/>Force applied by single prestressed steel rod,/>Casting cavity width,/>Casting lumen length,/>-The distance from the bottom surface of the casting cavity to the bottom surface of the precast beam, and the depth of the D-precast pier inserted into the casting cavity; e-calculating the consolidated connection node.
Detailed Description
The above and further technical features and advantages of the present invention are described in more detail below with reference to the accompanying drawings.
Example 1
The embodiment provides a technical scheme: an active precast pier-precast beam consolidation connection node, as shown in fig. 1-6, comprises two precast beams 2, precast piers 1, temporary hoops 6 and four groups of tensioning structures 3.
Temporary anchor ear 6 demountable installation sets for the position in the upper end of precast pier 1, the downside of two sections precast beam 2 tip all has and encloses fender structure, two enclose keep off the structure and splice the installation through four taut structure 3 of group, four taut structure 3 perpendicular alternately set up, four taut structure 3 of group form the groined type and distribute, in order to realize enclosing two tight mutual fixing of fender structure, two internal position that enclose keep off the structure enclose and form and pour the inner chamber, two enclose keep off the structure and set up in the upside of temporary anchor ear 6, temporary anchor ear 6 is to two enclose keep off the structure play temporary support's effect, precast pier 1's upper end inserts in the inner chamber of pouring.
Every enclose keep off structure respectively with the precast beam 1 integrated into one piece that corresponds, and the notch 7 that corresponds with pouring the inner chamber has all been seted up to the tip of two sections precast beams 2, notch 7 is reserved when precast beam 2 preparation and forms, has all been poured the concrete in notch 7 and the pouring inner chamber to realize enclosing fender structure, precast beam 2 and precast pier 1 to be connected into a whole.
Further, the enclosing structure comprises a bearing plate 4 and two cavity plates 5; the two cavity plates 5 are respectively fixed at the two ends of the bearing plate 4, the middle position of the cavity plate 5 is connected with the end parts of the bearing plate 4, namely, the two cavity plates 5 and the bearing plate 4 are integrally in an H-shaped structure, and when the two enclosing structure is installed, the two enclosing structures are in butt joint with the end parts of the cavity plates 5 on the same side so as to form a pouring inner cavity inside.
Further, the tensioning structure 3 comprises a prestress steel bar, a reserved pipeline and two anchor nuts; the reservation pipeline level sets up in pouring the intracavity, and the both ends of reservation pipeline all run through corresponding enclose and keep off the structure, the hole of reservation pipeline is passed at the both ends of prestressing force steel bar, wherein two bearing plates 4 are all run through to two vertical reservation pipelines, two other horizontal reservation pipelines all run through two chamber boards 5 that correspond, the prestressing force steel bar passes the reservation pipeline, the both ends tip of prestressing force steel bar all extends to the outside that corresponds and enclose and keep off the structure, two anchor nuts threaded connection respectively in the both ends tip of stress steel bar, and with corresponding enclose and keep off the structure outer wall and support tightly, screw up the back with the nut, can fix two enclose and keep off the structure each other through effort, initiatively exert prestressing force to the connected node through tensioning structure 3.
Further, the temporary anchor ear 6 includes two anchor ear arc plates 62, two anchor ear top plates 61, and two sets of split bolts 63; the upper ends of two staple bolt roof 61 are fixed in two staple bolt arc boards 62 respectively, the inner arc diameter of staple bolt roof 61 and the diameter adaptation of precast pier 1, the laminating that staple bolt roof 61 is tight to precast pier 1's surface, the both ends of two staple bolt arc boards 62 all have dull and stereotyped portion, and the dull and stereotyped portion of two staple bolt arc boards 62 corresponding sides is fixed through two sets of split bolts 63 respectively, the quantity of every split bolt 63 of group is a plurality of, specific setting up according to the installation needs, the outside of staple bolt arc board 62 is fixed with the backup pad jointly with the lower surface of staple bolt roof 61, backup pad multiplicable staple bolt arc board 62 and staple bolt roof 61's stability and intensity.
The outer side of the upper end of the prefabricated pier 1 is provided with 0.7A corrugated section 11 of length, the pitch of the corrugated section 11 being 4 times the depth of the wave, wherein/>The provision of the corrugated section 11 increases the strength of the connection between the precast pier 1 and the concrete for the diameter of the precast pier 1.
The embodiment realizes the rapid and rigid connection of the precast beam 2 and the precast pier 1, and ensures the integrity of the connecting node.
Example two
A method for calculating the depth of insertion of a precast pier into a casting cavity in an active precast pier-precast beam consolidation connection node as shown in fig. 1 to 11, comprising the steps of:
Step one: the connection node of the precast pier 1 and the precast beam 2 is used as consolidation treatment, a finite element calculation model is established, and corresponding load action is applied according to the rule of JTG D60 of general rule for highway bridge and culvert design;
step two: obtaining bending moment at the joint of the precast pier 1 and the precast beam 2 according to the calculation model Shear at connection node/>; The finite element calculation model parameters in this embodiment are: the length of the precast beam 2 is/>The height of the precast pier 1 isNamely, the eight-span one-joint pier beam consolidation system is calculated by using MIDAS CIVIL2023 software to establish a finite element calculation model, the internal force of the 5 th calculation consolidation connecting node E is extracted (as shown in figure 9), and the bending moment/>, of the 5 th calculation consolidation connecting node E can be obtained according to the finite element calculation modelAnd shear/> (As shown in fig. 10 and 11);
step three: the stress exerted by the tensioning structure 3 on the concrete in the casting cavity is calculated as follows ：
；
；
；
Wherein,For the vertical distance of the longitudinal pre-stressing action point from the center of the cross section of the enclosure structure,/>Is the vertical distance from the transverse pre-stressing action point to the center of the cross section of the enclosure structure,/>Acting force applied to a single prestress steel bar; /(I)To cast the cavity width,/>The length of the inner cavity is poured; /(I)The distance from the bottom surface of the inner cavity to the bottom surface of the precast beam 2 is poured; /(I)The transverse bridge direction engineering stress of the inner cavity is poured; /(I)In order to pour the longitudinal bridge engineering stress of the inner cavity, the parameters are all geometric parameters and are set according to actual requirements. In this embodiment, the vertical distance/>, of the longitudinal pre-stressing point of action from the center of the cross section of the enclosure structureGet/>Vertical distance/>, from transverse pre-stressing action point to cross section center of enclosure structureGet/>Casting of lumen width/>Get/>Casting the length of the inner cavity/>Get/>Casting the distance/>, from the bottom surface of the inner cavity to the bottom surface of the precast beam 2Get/>。
Acting force applied by single prestress steel barThe method comprises the following steps: /(I); Wherein/>Is the tension stress of the prestressed steel bar and/>As the standard strength value of the prestressed rod, 0.6 is the empirical parameter obtained in the actual operation process,/>Is the radial sectional area of the prestressed steel bar. In this embodiment, the diameter is selected as/>The radial sectional area/>, of the prestress steel bar of the specification; The standard strength value of the prestress steel bar is/>The tensile stress of the prestressed steel bar is as follows:
；
namely the acting force exerted by a single prestress steel bar The method comprises the following steps:
；
Therefore, the single prestress steel bar in the implementation applies acting force Get/>。
Fourth step: calculating the depth of the prefabricated pier 1 inserted into the casting cavityAnd/>The numerical value is an empirical formula, statistics and applicable effect investigation are carried out according to similar engineering application conditions, and the depth/>, of the prefabricated pier 1 inserted into the casting cavity, in the connecting node of the general engineeringAll requirements are/>To ensure the lowest connection performance and earthquake resistance of the connection node, the depth/>, of the prefabricated pier 1 inserted into the casting cavity is calculated in the embodimentTaking 0.58m, the calculation process is as follows:
；
Wherein, For casting the compressive strength of the concrete in the cavity,/>For the precast pier diameter, the compressive strength/>, of the concrete in the casting cavity in this exampleTaking 18.4MPa and the diameter of the prefabricated pier/>Take 0.6m.
Vertical distance between longitudinal pre-stressing action point and cross section center of enclosure structure Vertical distance/>, from transverse pre-stressing action point to cross section center of enclosure structure 。
The end span gap of two adjacent precast beams 2 is that,/>Taking 1/1000 of the length of the precast beam 2, such as: the length of the precast beam 2 is 12m, and a gap/>, which is reserved between adjacent spans of the end parts of the two precast beams 2, is reserved。
The calculation formula provided by the embodiment can consider the influence of active pre-stressing and accurately calculate the connection length according to the stress state.
Example III
A method of constructing an active precast pier-precast beam consolidation connection node as described in embodiment one, as shown in fig. 1 to 5, comprising the steps of:
Step one: the method comprises the steps of factory production of a precast beam 2, a precast pier 1 and a temporary anchor ear 6, wherein specific sizes and types are set according to requirements, a surrounding and blocking structure and the precast beam are prefabricated in the factory at the same time, the surrounding and blocking structure and the precast beam are integrally formed, and the surrounding and blocking structure and the precast beam are inseparable;
Step two: the anchor ear 6 is fixed on the precast pier 1 (according to the depth of the precast pier 1 inserted into the casting cavity) The specific position of the temporary anchor ear 6 fixed on the precast pier 1 is obtained, namely the dimension of the upper surface of the anchor ear top plate 61 of the anchor ear 6 from the top of the precast pier 1 is the same as/>) ; Fix temporary anchor ear 6 in precast pier 1 settlement position, hoist and mount precast pier and install corresponding position, hoist and mount precast beam and enclose and keep off the structure and place on temporary anchor ear 6.
Step three: filling a casting cavity with casting concrete for the first time, casting the casting cavity to the bottom surface of the precast beam 2, wherein the casting concrete grade is C40;
Step four: symmetrically stretching and anchoring the prestressed steel bars until the first poured concrete reaches 90% of the design strength, so that the prestressing effect is mainly exerted on the semi-surrounding structure; pouring concrete for the second time to fill the notch 7 and pouring the concrete to the top surface of the precast beam 2;
Step five: and (5) removing the temporary anchor ear 6 when the concrete poured for the second time reaches 90% of the design strength, forming a consolidation connection, and completing the connection of the precast beam 2 and the precast pier 1.
According to the embodiment, the concrete in the cavity is poured in a divided manner, so that the application efficiency of the prestress is improved.
The foregoing description of the preferred embodiment of the invention is merely illustrative of the invention, and is not intended to be limiting. It will be appreciated by persons skilled in the art that many variations, modifications, and even equivalents may be made thereto without departing from the spirit and scope of the invention as defined in the appended claims.
Claims (8)
1. An active precast pier-precast beam consolidation connection node which is characterized in that: the device comprises two sections of precast beams, precast piers, temporary hoops and four groups of tensioning structures; wherein:
The lower sides of the ends of the precast beams are provided with enclosing structures, the precast beams and the enclosing structures are integrally formed, the two enclosing structures are spliced and installed through four groups of tensioning structures, the inner positions of the two enclosing structures are enclosed to form a pouring inner cavity, the temporary anchor ear is installed at the upper end of the precast pier, the lower ends of the two enclosing structures are overlapped with the upper sides of the temporary anchor ear, the upper ends of the precast piers are inserted into the pouring inner cavity, the ends of the precast beams are provided with notches corresponding to the pouring inner cavity, and concrete is poured in the notches and the pouring inner cavity;
The tensioning structure comprises a prestress steel bar, a reserved pipeline and two anchor nuts; wherein: the pre-stressed steel bar penetrates through the inner hole of the pre-stressed steel bar, the two anchor nuts are respectively connected with the end parts of the two ends of the pre-stressed steel bar in a threaded manner, and the anchor nuts are abutted against the outer wall of the corresponding enclosing structure;
the method for calculating the depth of the prefabricated pier inserted into the pouring inner cavity comprises the following steps:
step one: taking the connection nodes of the precast pier and the precast beam as consolidation treatment, and establishing a finite element calculation model;
Step two: obtaining bending moment at the joint of the precast pier and the precast beam according to the finite element calculation model And shear/>；
Step three: calculating the stress applied by the tensioning structure to the concrete in the casting cavity as follows：
; And:
；/>；
Wherein, For the vertical distance of the longitudinal pre-stressing action point from the center of the cross section of the enclosure structure,/>Is the vertical distance from the transverse pre-stressing action point to the center of the cross section of the enclosure structure,/>Acting force applied to single prestress steel bar,/>For the casting cavity width,/>For the casting cavity length,/>For the distance from the bottom surface of the pouring cavity to the bottom surface of the precast beam,For the transverse bridge direction engineering stress of the casting inner cavity,/>Engineering stress in the longitudinal bridge direction of the casting cavity;
Fourth step: calculating the depth of the prefabricated pier inserted into the pouring inner cavity And/>The method comprises the following steps:
；
Wherein, For casting the compressive strength of the concrete in the cavity,/>Is the diameter of the precast pier.
2. The active precast pier-precast beam consolidation connection node of claim 1, wherein: the enclosing structure comprises a bearing plate and two cavity plates; wherein:
the two cavity plates are respectively fixed at the two ends of the bearing plate, and the two cavity plate ends on the same side of the enclosing structure are in butt joint and fixation.
3. The active precast pier-precast beam consolidation connection node of claim 1, wherein: the temporary anchor ear comprises two anchor ear arc plates, two anchor ear top plates, two support plates and two groups of opposite-pull bolts; wherein:
The two anchor ear roof is fixed in the upper end of two anchor ear arc boards respectively, two the both ends of anchor ear arc board all have dull and stereotyped portion, and two the dull and stereotyped portion of anchor ear arc board correspondence side is fixed through two sets of split bolts respectively, corresponds the upside of backup pad is fixed in and corresponds the lower surface of anchor ear roof corresponds the side of backup pad is fixed in and corresponds the outside of anchor ear arc board.
4. The active precast pier-precast beam consolidation connection node of claim 1, wherein: the outer side of the upper end of the prefabricated pier is provided with 0.7And the wave distance of the corrugated section is 3-4 times of the wave depth.
5. The active precast pier-precast beam consolidation connection node of claim 1, wherein: acting force exerted by single prestress steel barThe method comprises the following steps:
；
Wherein, Is the tension stress of the prestressed steel bar and/>Is the standard value of the strength of the prestress rod,/>Is the radial sectional area of the prestressed steel bar.
6. The active precast pier-precast beam consolidation connection node of claim 1, wherein: vertical distance between longitudinal pre-stressing action point and cross section center of enclosure structure The vertical distance/>, from the transverse pre-stressing action point to the center of the cross section of the enclosure structure 。
7. The active precast pier-precast beam consolidation connection node of claim 1, wherein: the end span gap of the adjacent two sections of the precast beams is that,/>And taking 1/1000 of the length of the precast beam.
8. A method of constructing an active precast pier-precast beam consolidation joint as claimed in claim 1, comprising the steps of:
step one: the prefabricated beam, the prefabricated pier and the temporary anchor ear are produced in a factory, the enclosure structure and the prefabricated beam are prefabricated in the factory, and the enclosure structure and the prefabricated beam are integrally formed;
step two: according to the depth of the prefabricated pier inserted into the casting cavity Measuring the position of the temporary anchor ear fixed on the prefabricated pier, and fixing the anchor ear on the measured position; hoisting the prefabricated pier and installing the prefabricated pier to a corresponding position; the surrounding baffle structure of the hoisting precast beam is lapped on the temporary anchor ear;
step three: filling a casting cavity with casting concrete for the first time, and casting the casting cavity to the bottom surface of the precast beam;
step four: symmetrically tensioning and anchoring the prestressed steel bar when the first poured concrete reaches 90% of the design strength; pouring concrete for the second time to fill the notch and pouring the notch to the top surface of the precast beam;
step five: and (5) removing the temporary anchor ear to form a consolidation connection when the concrete poured for the second time reaches 90% of the design strength.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410643646.5A CN118223390B (en) | 2024-05-23 | 2024-05-23 | Active precast pier-precast beam consolidation connection node and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410643646.5A CN118223390B (en) | 2024-05-23 | 2024-05-23 | Active precast pier-precast beam consolidation connection node and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN118223390A true CN118223390A (en) | 2024-06-21 |
| CN118223390B CN118223390B (en) | 2024-08-06 |
Family
ID=91501184
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202410643646.5A Active CN118223390B (en) | 2024-05-23 | 2024-05-23 | Active precast pier-precast beam consolidation connection node and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN118223390B (en) |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0073859A1 (en) * | 1981-12-22 | 1983-03-16 | Ballast-Nedam Groep N.V. | Method for building a building structure and pile framework therefor |
| KR20020089690A (en) * | 2001-05-23 | 2002-11-30 | 주식회사유신코퍼레이션 | A pier structure of assembly elevated road for a vehicle under 4.5 ton |
| KR100643575B1 (en) * | 2005-06-13 | 2006-11-10 | 중앙대학교 산학협력단 | Prefabricated composite pier structure and construction method |
| CN101597919A (en) * | 2009-06-25 | 2009-12-09 | 江苏科技大学 | A prestressed steel structure connection device |
| CN105735107A (en) * | 2016-04-27 | 2016-07-06 | 长安大学 | Pier beam consolidation structure for steel plate composite beam bridge |
| JP6176385B1 (en) * | 2016-12-07 | 2017-08-09 | 株式会社神島組 | Reinforcement fittings for concrete piers, reinforcement equipment for concrete piers, and reinforcement methods for concrete piers |
| WO2020062548A1 (en) * | 2018-09-30 | 2020-04-02 | 福州大学 | Semi-rigid pier connection structure not transferring moment and construction method |
| CN112359709A (en) * | 2020-11-20 | 2021-02-12 | 北方工业大学 | Steel pipe concrete pier stud and bent cap assembled node |
| CN112796201A (en) * | 2021-01-19 | 2021-05-14 | 中铁第四勘察设计院集团有限公司 | An assembled pier beam consolidation structure |
| CN114150582A (en) * | 2021-12-07 | 2022-03-08 | 北京工业大学 | A prefabricated RC ultra-high pier with local cast-in-place-grouting sleeve-prestressing combined connection |
-
2024
- 2024-05-23 CN CN202410643646.5A patent/CN118223390B/en active Active
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0073859A1 (en) * | 1981-12-22 | 1983-03-16 | Ballast-Nedam Groep N.V. | Method for building a building structure and pile framework therefor |
| KR20020089690A (en) * | 2001-05-23 | 2002-11-30 | 주식회사유신코퍼레이션 | A pier structure of assembly elevated road for a vehicle under 4.5 ton |
| KR100643575B1 (en) * | 2005-06-13 | 2006-11-10 | 중앙대학교 산학협력단 | Prefabricated composite pier structure and construction method |
| CN101597919A (en) * | 2009-06-25 | 2009-12-09 | 江苏科技大学 | A prestressed steel structure connection device |
| CN105735107A (en) * | 2016-04-27 | 2016-07-06 | 长安大学 | Pier beam consolidation structure for steel plate composite beam bridge |
| JP6176385B1 (en) * | 2016-12-07 | 2017-08-09 | 株式会社神島組 | Reinforcement fittings for concrete piers, reinforcement equipment for concrete piers, and reinforcement methods for concrete piers |
| WO2020062548A1 (en) * | 2018-09-30 | 2020-04-02 | 福州大学 | Semi-rigid pier connection structure not transferring moment and construction method |
| CN112359709A (en) * | 2020-11-20 | 2021-02-12 | 北方工业大学 | Steel pipe concrete pier stud and bent cap assembled node |
| CN112796201A (en) * | 2021-01-19 | 2021-05-14 | 中铁第四勘察设计院集团有限公司 | An assembled pier beam consolidation structure |
| CN114150582A (en) * | 2021-12-07 | 2022-03-08 | 北京工业大学 | A prefabricated RC ultra-high pier with local cast-in-place-grouting sleeve-prestressing combined connection |
Also Published As
| Publication number | Publication date |
|---|---|
| CN118223390B (en) | 2024-08-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| KR20020071612A (en) | Pssc complex girder | |
| KR100894650B1 (en) | Ramen Bridge with Preflection Load and Construction Method | |
| CN112982787B (en) | Large-span beam with reinforced concrete and prestressed inhaul cable coupled | |
| KR20100007300A (en) | A steel composite bridge having steel plates connected by using concrete cross beams and its constructing method | |
| JP3601970B2 (en) | Reinforcement method of wall type pier | |
| KR100785634B1 (en) | Continuous Structure of Prestressed Concrete Composite Beam Bridge and Its Method | |
| JP2008266910A (en) | Projection structure of tendon fixing portion or deflecting portion and construction method thereof | |
| CN118223390B (en) | Active precast pier-precast beam consolidation connection node and construction method | |
| KR100937252B1 (en) | Prestressed steel composite beam and its manufacturing method | |
| CN211897810U (en) | A single-column pier girder bridge and its anti-overturning device | |
| KR100583671B1 (en) | Prestressed concrete beams made of steel anchors installed at various locations and reinforcement materials installed on upper and lower flanges and bridge construction methods using them | |
| KR101157607B1 (en) | Prestressed steel composite girder with prestressed non-introducing portions provided at both ends of lower flange casing concrete, manufacturing method thereof, and Rahmen structure and construction method thereof | |
| KR100522298B1 (en) | Improved prestressed steel reinforced concrete beam and bridge construction method using the same beam | |
| KR20060017949A (en) | Field prefabricated prestressing girder with reinforced load capacity due to increased eccentric distance and continuous bridge construction method using the same | |
| KR101752285B1 (en) | Hybrid beam with wide PSC lower flange and enlarged section upper flange and structure frame using the same | |
| JP7266808B1 (en) | Main girder continuous rigid connection method | |
| CN111173129A (en) | A kind of prestressed assembly frame structure and construction method | |
| JP2012154060A (en) | Continued structure of main girders | |
| JP5439016B2 (en) | Buried formwork | |
| CN211286277U (en) | Assembled section steel part outsourcing concrete combination beam | |
| KR20060032968A (en) | Construction method of prestressed concrete temporary bridge that can be assembled and dismantled using lateral steel wire | |
| KR100913161B1 (en) | How to make prestressed steel composite beam | |
| KR20210077874A (en) | method of uniting the longitudinal steel on the lower flange of steel box girder bridge with tension introduced | |
| CN218405065U (en) | Vertical prestress wire installation positioner of continuous rigid frame bridge segment construction | |
| JP3412751B2 (en) | Floor structure using precast concrete board |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |