CN216690082U - Dual prestressed beam - Google Patents
Dual prestressed beam Download PDFInfo
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- CN216690082U CN216690082U CN202220097881.3U CN202220097881U CN216690082U CN 216690082 U CN216690082 U CN 216690082U CN 202220097881 U CN202220097881 U CN 202220097881U CN 216690082 U CN216690082 U CN 216690082U
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Abstract
A dual prestressed beam mainly comprises two parts: prefabricated part and cast-in-place part. The prefabricated part is manufactured in a factory and comprises profile steel, prestressed tendons, longitudinal tendons, stirrups, shear bolts, H-shaped perforated steel plate connectors and precast concrete. In the manufacturing process, a vertical load is applied to the section steel to enable the section steel to be bent and deformed to a certain degree, then, a prefabricated part of concrete is poured and maintained, the concrete is unloaded after reaching certain strength, the auxiliary section steel is removed, and the section steel at the lower part shrinks to apply a first heavy prestress to the concrete; but the deformation of the section steel at the lower part can not be completely recovered due to the constraint of the concrete, and the section steel still has certain deflection, at the moment, the prestressed tendons are tensioned to completely recover the deformation, and the second prestress is applied to the concrete due to the action of the prestressed tendons. According to the invention, the double prestress is applied to the concrete in sequence only by changing the construction process, so that the cracking load and the durability in the use stage are greatly improved.
Description
Technical Field
The invention belongs to the technical field of buildings, and particularly relates to a dual prestressed beam and a construction method thereof.
Background
The part of the prefabricated steel reinforced concrete beam combines the good stress performance of the steel reinforced concrete and the construction advantages of the prefabricated assembly structure, and has the characteristics of high mechanization degree, easy quality control, simple field process, construction period saving and the like. However, the crack resistance performance is general, and some researchers combine the prestress technology with part of prefabricated section steel concrete to apply prestress to the prefabricated part in the prefabrication stage, but the traditional prestress construction method has extremely strict requirements on tension control stress, and if the tension stress is not controlled properly, the phenomena of tension cracking of the upper edge of the prefabricated beam, beam arch inversion and the like can be caused. In addition, the lower part of the traditional composite beam usually adopts the studs to resist longitudinal shearing force, and the studs are used as flexible connecting pieces, so that the studs can deform greatly under the action of the longitudinal shearing force, and the prestress loss is serious.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention aims to provide a dual prestressed beam and a construction method thereof, which utilize an H-shaped perforated steel plate connecting piece to solve the problem of serious prestress loss of a flexible connecting piece, have higher rigidity, can effectively restrain concrete and reduce the loss of prestress; the H-shaped end flange increases the concrete bearing area, and can effectively prevent the local crushing damage of the prestressed concrete; the reinforced concrete tenon can effectively resist longitudinal shearing force and has the function of preventing concrete from lifting, which is equivalent to the function of a large head part in the stud
In order to achieve the purpose, the invention adopts the technical scheme that:
a dual prestressed girder comprising a precast portion and a cast-in-place portion wherein:
the prefabricated part comprises section steel, a plurality of longitudinal reinforcements and a plurality of opening stirrups are arranged around the section steel, the length directions of the longitudinal reinforcements are parallel to the length direction of the section steel and are perpendicular to the plane where each opening stirrup is located, the opening stirrups are opened above the upper flange of the section steel, the opening parts are bent outwards and horizontally and extend, each opening stirrup is respectively lapped with each longitudinal reinforcement, the prefabricated concrete coats the lower flange and part of the web plate of the section steel, prestressed reinforcements are arranged in the prefabricated concrete in a penetrating mode, and the prestressed reinforcements are respectively positioned on two sides of the web plate of the section steel;
the cast-in-place part comprises a plate support negative rib and cast-in-place concrete, the plate support negative rib is arranged above the upper flange of the section steel, the plate support negative rib is in lap joint with a longitudinal rib positioned at the upper flange of the section steel and a horizontal bending extension part at the end part of the opening stirrup, and the cast-in-place concrete pours the plate support negative rib, the upper flange of the section steel and the precast concrete into a whole.
In one embodiment, the cross-sectional width of the cast-in-place part is greater than that of the section steel, and the cross section of the double prestressed beam is T-shaped.
In one embodiment, a plurality of H-shaped perforated steel plate connecting pieces are welded on the outer sides of the lower flanges of the section steel, the web plates of the H-shaped perforated steel plate connecting pieces are parallel to the web plates of the section steel, the flanges are perpendicular to the flanges of the section steel, the H-shaped perforated steel plate connecting pieces are provided with first round holes at the web plates of the H-shaped steel plates, and the first penetrating steel bars penetrate through the first round holes and are fixed on the open stirrups.
In one embodiment, the negative plate support rib is composed of multiple layers, each layer is composed of criss-cross reinforcing steel bars, the transverse ribs of one layer serve as sealing parts of the upper part of the opening stirrup, and the number and the positions of the transverse ribs are matched with those of the opening stirrup.
In one embodiment, a first stiffening rib perpendicular to a web plate is welded on the web plate of the section steel, a third circular hole is formed in the first stiffening rib, an embedded pipe penetrates through each third circular hole, and the embedded pipe is used for penetrating the prestressed tendons; and a web plate of the profile steel is provided with a second round hole, and the second penetrating steel bar penetrates through the second round hole and is fixed on the opening stirrup.
In one embodiment, the upper flange of the section steel is provided with bolt holes, and the bolt holes are provided with shear bolts, wherein the shear bolts are composed of a first nut, a second nut and a double-thread hinged hole bolt, and the first nut and the second nut are respectively positioned below and above the upper flange of the section steel.
The invention also provides a construction method of the double prestressed beam, which comprises the following steps:
step 1), in a factory, firstly processing and forming auxiliary section steel and section steel, then arranging the auxiliary section steel above the section steel, positioning and fixing, binding reinforcing steel bars, applying vertical load on the upper part of the auxiliary section steel and generating certain deflection, pouring precast concrete, unloading after the precast concrete reaches a set strength, removing the auxiliary section steel, and at the moment, generating first heavy prestress on the precast concrete by the contraction of the section steel;
step 2), in a factory, due to the constraint action of the precast concrete, the deformation of the section steel cannot be completely recovered, and the section steel still has certain deflection, and at the moment, the prestressed tendons are tensioned to completely recover the deformation of the beam, so that the application of second prestress is completed;
and 3), hoisting, positioning and fixing the prefabricated part on site, binding reinforcing steel bars, erecting a formwork and pouring cast-in-place concrete.
In one embodiment, the auxiliary section steel and the section steel have the same cross section, the positions and the number of the holes on the lower flange of the auxiliary section steel and the holes on the upper flange of the section steel correspond to one, and the auxiliary section steel and the section steel are positioned and fixed by using the shear bolts; a first stiffening rib vertical to the web is welded on the web of the profile steel, a second stiffening rib vertical to the web is welded on the web of the auxiliary profile steel, and the positions of the first stiffening rib and the second stiffening rib are the same and are concentrated load acting points; the shear bolts need to be installed twice and disassembled once in the prefabricating process, the auxiliary section steel and the section steel are fixed in the first installation, after the precast concrete is cured to the set strength, the shear bolts are disassembled to enable the auxiliary section steel to be separated from the section steel, and then the disassembled shear bolts are installed on the upper flange of the section steel again to resist longitudinal shearing force and prevent the concrete from being lifted in the normal use stage.
In one embodiment, in the step 1), the vertical load is large enough to ensure that the section steel and the auxiliary section steel are only elastically deformed, and after the load is removed, the deformation of the auxiliary section steel is completely recovered and the auxiliary section steel is used as a permanent auxiliary component for repeated use.
In one embodiment, a prestressed tendon is penetrated into the precast concrete, the prestressed tendon is constructed by adopting a prestressed strand and a post-tensioning method, the prestressed tendon penetrates through a pre-buried pipe during construction, two ends of the prestressed tendon are tensioned, and after the deformation of a beam is completely recovered, two ends of the prestressed tendon are fixed by using an anchorage device; the precast concrete is made of ultra-high performance concrete, the ultra-high performance concrete is poured after a pre-bending load is applied to the beam and a certain deflection is achieved, and steam curing is carried out on the beam after pouring is completed. The cast-in-place concrete is made of ordinary concrete, steel bars are bound, a formwork is erected, then the ordinary concrete is poured, and after pouring is completed, natural curing is conducted on the ordinary concrete.
Compared with the prior art, the invention has the beneficial effects that:
1. the benefit is remarkable
The invention has simple process and convenient material taking, and the auxiliary section steel and the section steel at the lower part adopt the same structure. Compared with the traditional prestressed steel reinforced concrete beam, on the premise that the material cost is not increased, the construction method is only changed in the prefabrication stage, and the prestress steel is applied with the pre-load, so that the double prestress action provided by the steel and the prestressed tendons can be obtained, the cracking load is greatly improved, the durability in the use stage is enhanced, the number of the prestressed tendons of the traditional prestressed steel reinforced concrete beam can be reduced, and the cost is greatly saved.
2. Reasonable stress
The first-stage prestress is provided by the restoring force of the section steel, and because the first-stage prestress needs to apply a pre-pressing load to the section steel, after the pre-pressing load is released after the precast concrete reaches a certain strength, the section steel is restrained by the precast concrete, and can not recover the initial state and still have residual deflection deformation. At the moment, the residual deflection deformation caused by the pre-load in the first period is counteracted through the anti-arch action generated by re-tensioning the prestressed tendons on the precast concrete, so that the section steel is restored to the initial geometric state, and the beam-beam connection and the beam-column connection installation in the later period are facilitated. Meanwhile, the precast concrete at the beam belly and the bottom is subjected to the dual prestress action provided by the section steel and the prestressed tendons, and the stress performance is greatly improved.
3. The performance is excellent
Compared with the method of directly applying load to the section steel at the lower part, the method of the invention adopts the prestress construction process of the composite beam, can solve the problem of overlarge deflection of the section steel under the action of primary prestress and achieves the effects of small deflection and high stress. Meanwhile, as the position of the neutralization axis is increased to the upper flange of the composite beam section steel, the effective pre-pressing area generated by the primary prestress of the section steel is increased, and the crack resistance is greatly enhanced. The bonded prestress provided by the first-stage prestress profile steel improves the problem of crack concentration caused by unbonded prestress only adopting prestressed tendons, and the double prestress acts on a precast concrete part, so that the stress performance of the combined beam in the whole process from the construction stage to the use stage is improved.
4. The prestress loss is small
The invention provides an H-shaped perforated steel plate connecting piece which is used for solving the problem of serious prestress loss of a flexible connecting piece, has higher rigidity, can effectively restrain concrete and reduce the loss of prestress; the H-shaped end flange increases the concrete bearing area, and can effectively prevent the local crushing damage of the prestressed concrete; the reinforced concrete tenon can effectively resist longitudinal shearing force and has the function of preventing concrete from lifting, which is equivalent to the function of a large head part in the stud.
Drawings
FIG. 1 is a schematic view of the construction of the present invention.
Fig. 2 is a schematic view of the reinforcement of the present invention.
FIG. 3 is a schematic diagram of the present invention for applying a preload to a section steel.
FIG. 4 is a schematic view of the present invention of pouring precast concrete.
FIG. 5 is a schematic view of the present invention with the auxiliary section removed.
Fig. 6 is a schematic view of the prestressed tendon of the present invention after it is tensioned.
FIG. 7 is a schematic view of the construction of the structural steel of the present invention.
FIG. 8 is a schematic view of a shear bolt according to the present invention.
FIG. 9 is a schematic view of the removal of the shear bolt of the present invention.
Fig. 10 is a schematic view of an H-shaped apertured steel panel connector of the present invention.
Detailed Description
The embodiments of the present invention will be described in detail below with reference to the drawings and examples.
The invention relates to a dual prestressed beam, which comprises a prefabricated part and a cast-in-place part.
The prefabricated part is manufactured in a factory and comprises a section steel 1, and a plurality of longitudinal ribs 3 and a plurality of opening stirrups 4 are arranged around the section steel 1 as shown in figures 1-7. Wherein, the length direction of the longitudinal bars 3 is parallel to the length direction of the section steel 1, and is vertical to the plane where each opening stirrup 4 is located, and the opening stirrups 4 can be arranged at equal intervals along the length direction of the section steel 1. The opening stirrup 4 is opened above the upper flange of the section steel 1, the opening is outwards bent horizontally and extends for a certain distance, and each opening stirrup 4 is respectively lapped with each longitudinal rib 3. Illustratively, at the bottom, each longitudinal rib 3 is located inside the open stirrup 4, and at the top, each longitudinal rib 3 is located below the horizontally bent extension of the open stirrup 4, i.e. outside the open stirrup 4. The precast concrete 7 coats the lower flange and part of the web of the section steel 1, namely, after the precast concrete 7 is poured, the upper flange and part of the web of the section steel 1 are positioned outside the precast concrete 7 and used for ensuring that the precast concrete 7 and the cast-in-place concrete 8 can be tightly combined. Meanwhile, a part of the open stirrup 4 is embedded in the concrete 7, and a part of the open stirrup is positioned outside the concrete 7. The precast concrete 7 is provided with the prestressed tendons 2 in a run-through manner, the prestressed tendons 2 are respectively located on two sides of a web plate of the section steel 1, and the prestressed tendons 2 on two sides can be symmetrically arranged.
The cast-in-place part is completed in site construction and comprises a plate support negative rib 9 and cast-in-place concrete 8, the plate support negative rib 9 is arranged above the upper flange of the section steel 1, the plate support negative rib 9 is in lap joint with the horizontal bending extension part at the end part of the longitudinal rib 3 and the opening stirrup 4 positioned at the upper flange of the section steel 1, and the cast-in-place concrete 8 pours the plate support negative rib 9, the upper flange of the section steel 1 and the precast concrete 7 into a whole.
In the invention, the cross section width of the cast-in-place part is far larger than that of the section steel 1, and the cross section of the double prestressed beam is T-shaped.
In one embodiment of the invention, a plurality of H-shaped perforated steel plate connecting pieces 6 are welded on the outer sides of the lower flanges of the section steel 1, the H-shaped perforated steel plate connecting pieces 6 are rigid shear connecting pieces, the web plates of the H-shaped perforated steel plate connecting pieces are parallel to the web plates of the section steel 1, and the flanges of the H-shaped perforated steel plate connecting pieces are perpendicular to the flanges of the section steel 1. Illustratively, referring to fig. 10, the H-shaped perforated steel plate connector 6 is formed by forming a first circular hole 19 at the web position of the H-shaped steel plate, and a first through-reinforcement 17 is inserted through the first circular hole 19 and fixed to the open stirrup 4.
In one embodiment of the invention, the negative plate support ribs 9 are composed of a plurality of layers, each layer being composed of criss-cross reinforcing bars, wherein the transverse ribs of one layer serve as sealing portions at the upper portions of the opening stirrups 4, are matched in number and position with the opening stirrups 4, and cannot be broken at the plate support and a certain anchoring length should be ensured. When the section steel 1 is crossed, the corresponding transverse rib is broken.
In one embodiment of the invention, a stiffening rib I11 perpendicular to a web plate is welded on the web plate of the section steel 1, round holes III 15 are formed in the stiffening rib I11, a pre-embedded pipe 13 penetrates through each round hole III 15, the pre-embedded pipe 13 penetrates through the round holes III 15 and is fixed while steel bars are bound, the pre-embedded pipe 13 is used for penetrating into the prestressed ribs 2, the lower part of the stiffening rib I11 can have a certain distance with the lower flange of the section steel 1, and the round holes III 15 can be lower than the center line of the web plate of the section steel 1. The web plate of the section steel 1 is provided with a second round hole 20, and a second penetrating reinforcing steel bar 18 penetrates through the second round hole 20 and is fixed on the opening stirrup 4.
Referring to fig. 8 to 9, in one embodiment of the present invention, the upper flange of the section steel 1 is provided with bolt holes 16, the bolt holes 16 are provided with shear bolts 5, the shear bolts 5 are composed of nuts one 21, two 22 and double-thread reamed hole bolts 23, and the nuts one 21 and two 22 are respectively located below and above the upper flange of the section steel 1. The shear bolts 5 are in a stressed state when disassembled, so that they cannot be directly pulled out. When the nut is disassembled, the first nut 21 is disassembled, then the second nut 22 is rotated to a certain height and clamped into the U-shaped part 24, the second nut 22 is fixed without moving, and the double-thread hinged hole bolt 23 is rotated anticlockwise to complete the disassembly. Specifically, the inner diameter of the U-shaped member 24 is slightly larger than the diameter of the smooth screw of the double-threaded hinge hole bolt 23, and needs to be temporarily fixed by the plug 25 after being clamped into the U-shaped member 24.
The specific construction method of the double prestressed beam comprises the following steps:
Referring to fig. 3, the auxiliary section steel 10 of the present invention has the same cross section as the section steel 1, and the positions and the number of the holes formed on the lower flange of the auxiliary section steel correspond to the upper flange of the section steel 1 one by one, and the auxiliary section steel is used as a temporary member in the prefabrication process, which is only used for applying a preload, and can be reused as a permanent auxiliary member because the deformation is always within the elastic range. Therefore, the vertical load is required to ensure that the section steel 1 and the auxiliary section steel 10 only elastically deform, and after the load is removed, the auxiliary section steel 10 completely recovers from deformation and is used as a permanent auxiliary component for repeated use.
Specifically, the auxiliary section steel 10 and the section steel 1 are processed in the same manner, the hole positions are all on the flange of one side, the size and the position of the hole are completely the same, a second stiffening rib 12 needs to be arranged on the auxiliary section steel 10, the second stiffening rib 12 is perpendicular to the web, the position of the second stiffening rib is the same as that of a first stiffening rib 11 on the section steel 1, and the two stiffening ribs are concentrated load acting points.
Specifically, the precast concrete 7 is made of ultra-high performance concrete, the ultra-high performance concrete is poured after a pre-bending load is applied to the beam and a certain deflection is achieved, and steam curing is performed on the beam after pouring is completed.
And 2, in a factory, due to the constraint action of the precast concrete 7, the section steel 1 at the lower part cannot be completely recovered in deformation and still has certain deflection, and at the moment, the prestressed tendons 2 are tensioned to completely recover the deformation of the beam, so that the application of the second prestress is completed.
Specifically, a prestressed tendon 2 is penetrated into the precast concrete 7, the prestressed tendon 2 adopts a prestressed stranded wire and is constructed by adopting a post-tensioning method, the prestressed tendon 2 penetrates through a pre-buried pipe 13 during construction, two ends of the prestressed tendon 2 are tensioned, after the deformation of a beam is completely recovered, two ends of the prestressed tendon 2 are fixed by using an anchorage 14
And 3, hoisting, positioning and fixing the prefabricated part on site, binding steel bars, erecting a formwork and pouring concrete 8. Specifically, the cast-in-place concrete 8 is made of ordinary concrete, the ordinary concrete is poured after reinforcing steel bars are bound and a formwork is erected, and after pouring is completed, natural curing is performed on the ordinary concrete.
In the prefabricating process, the shear bolts 5 need to be installed twice and disassembled once, the auxiliary section steel 10 and the section steel 1 are fixed in the first installation, after the precast concrete 7 is cured to the set strength, the shear bolts 5 are disassembled to separate the auxiliary section steel 10 from the section steel 1, and then the disassembled shear bolts 5 are installed on the upper flange of the section steel again to resist longitudinal shearing force and prevent the lifting of the concrete in the normal use stage.
In summary, the construction process of the prestress can be divided into two stages: the prestress of the first stage is provided by profile steel, a vertical load is applied to the profile steel to generate certain deflection, then concrete is poured, the concrete is unloaded after being cured to certain strength, and the concrete generates first prestress due to the shrinkage of the profile steel; the prestress of the second stage is provided by the prestressed tendons, the prestressed tendons are tensioned by a post-tensioning method, and when the deformation of the beam is completely recovered, the beam is anchored, and at the moment, the concrete generates the second prestress. Compared with the traditional prestress construction method, the phenomena of tensile cracking of the upper edge of the precast beam, inverted arch of the beam and the like are not caused by the results of two times of prestress, and the crack resistance checking calculation in the precast stage is not needed.
Claims (6)
1. The utility model provides a dual prestressed beam, includes prefabricated part and cast-in-place part its characterized in that:
the prefabricated part comprises section steel (1), a plurality of longitudinal reinforcements (3) and a plurality of opening stirrups (4) are arranged around the section steel (1), the length direction of each longitudinal reinforcement (3) is parallel to the length direction of the section steel (1) and is perpendicular to the plane where each opening stirrup (4) is located, each opening stirrup (4) is opened above the upper flange of the section steel (1), the opening is bent outwards and extends horizontally, each opening stirrup (4) is respectively in lap joint with each longitudinal reinforcement (3), prefabricated concrete (7) coats the lower flange and part of a web plate of the section steel (1), prestressed reinforcements (2) are arranged in the prefabricated concrete (7) in a penetrating mode, and the prestressed reinforcements (2) are respectively located on two sides of the web plate of the section steel (1);
the cast-in-place part comprises a plate support negative rib (9) and cast-in-place concrete (8), the plate support negative rib (9) is arranged above the upper flange of the section steel (1), the plate support negative rib (9) is in lap joint with a longitudinal rib (3) positioned at the upper flange of the section steel (1) and a horizontal bending extension part at the end part of the opening stirrup (4), and the cast-in-place concrete (8) pours the plate support negative rib (9), the upper flange of the section steel (1) and the precast concrete (7) into a whole.
2. The doubly prestressed girder according to claim 1, wherein said cast-in-place portion has a sectional width larger than that of the section steel (1), and said doubly prestressed girder has a T-shaped section.
3. The dual prestressed girder according to claim 1, wherein a plurality of H-shaped perforated steel plate connectors (6) are welded on the outer sides of the lower flanges of the section steel (1), the web of the H-shaped perforated steel plate connectors (6) is parallel to the web of the section steel (1), the flanges are perpendicular to the flanges of the section steel (1), the H-shaped perforated steel plate connectors (6) are provided with first circular holes (19) at the web positions of the H-shaped steel plates, and the first through rebars (17) pass through the first circular holes (19) and are fixed on the open stirrups (4).
4. The doubly prestressed girder according to claim 1, characterised in that said slab-supporting negative ribs (9) are composed of a plurality of layers, each layer being composed of criss-cross reinforcing bars, wherein the transverse ribs of one layer serve as the closing parts of the upper part of the open stirrups (4), the number and position of which are matched with those of the open stirrups (4).
5. The dual prestressed girder according to claim 1, wherein a first stiffening rib (11) perpendicular to the web is welded on the web of the section steel (1), a third circular hole (15) is formed in the first stiffening rib (11), an embedded pipe (13) passes through each third circular hole (15), and the embedded pipe (13) is used for penetrating into the prestressed tendon (2); and a second round hole (20) is formed in a web plate of the section steel (1), and a second penetrating steel bar (18) penetrates through the second round hole (20) and is fixed on the opening stirrup (4).
6. The dual prestressed girder according to claim 1, wherein the upper flange of the section steel (1) is provided with bolt holes (16), the bolt holes (16) are provided with shear bolts (5), the shear bolts (5) are composed of a first nut (21), a second nut (22) and a double-thread hinge hole bolt (23), and the first nut (21) and the second nut (22) are respectively positioned below and above the upper flange of the section steel (1).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202220097881.3U CN216690082U (en) | 2022-01-14 | 2022-01-14 | Dual prestressed beam |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202220097881.3U CN216690082U (en) | 2022-01-14 | 2022-01-14 | Dual prestressed beam |
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| CN216690082U true CN216690082U (en) | 2022-06-07 |
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