CN209798505U - Wave-lifting box beam - Google Patents
Wave-lifting box beam Download PDFInfo
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- CN209798505U CN209798505U CN201920299716.4U CN201920299716U CN209798505U CN 209798505 U CN209798505 U CN 209798505U CN 201920299716 U CN201920299716 U CN 201920299716U CN 209798505 U CN209798505 U CN 209798505U
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Abstract
the utility model discloses a ripples case roof beam belongs to building technical field and structural engineering technical field. The wave-lifting bottom plate of the wave-lifting box girder of the utility model bends and lifts at the reverse bending point near the beam column node to form the inverted U-shaped wave-shaped protrusion which can be greatly deformed in the process of straightening under load, thereby greatly increasing the deformation capacity of the wave-lifting box girder under the action of earthquake and further greatly enhancing the collapse resistance of the wave-lifting box girder under the condition of heavy earthquake; and, the utility model discloses the ripples case roof beam that rises has the non-stick film in ripples department of rising, makes it and concrete at local unbonded, does not influence and falls "U" type wavy protruding emergence deformation, has further increased the utility model discloses the deformability of ripples case roof beam under the earthquake action, and then has strengthened greatly the utility model discloses the anti ability of collapsing of ripples case roof beam under the macroseism.
Description
Technical Field
The utility model relates to a ripples case roof beam belongs to building technical field and structural engineering technical field.
Background
The steel-concrete composite structure is the fifth major structure developed after the super timber structure, masonry structure, reinforced concrete structure and steel structure. The steel-concrete combined beam belongs to one kind of steel-concrete combined structure, and is a section steel-concrete combined beam which is composed of I-shaped steel or H-shaped steel and concrete filled in flanges at two sides, the combined mode can give full play to the material performance of the steel and the concrete, effectively improves the bearing capacity, the ductility and the anti-seismic performance of the combined beam, and is specifically embodied as follows: the concrete in the flanges at the two sides of the composite beam is wrapped by the flanges and the web plate in a three-dimensional stress state, so that a certain constraint effect is achieved, and the section steel of the composite beam can effectively inhibit local buckling or overall instability of the section steel due to the fact that the flanges are filled with the concrete. Therefore, the steel-concrete composite girder is widely used in large-span structures, high-rise buildings, and super high-rise buildings.
However, the steel-concrete composite beam needs thick section steel as an important stressed member, the steel consumption is large, and in order to ensure the effective connection between the steel-concrete composite beam and the column structure, the joint connection structure is generally complex, and the splicing and template construction are complicated, so that the steel-concrete composite beam has high requirements on site constructors, therefore, the labor and capital costs of the steel-concrete composite beam are obviously far higher than those of a common reinforced concrete structure, and the application of the steel-concrete composite beam in actual engineering is greatly limited.
The prefabricated structure is a novel structure formed by splicing a factory prefabricated stressed component and a construction site, and the prefabricated box girder belongs to the prefabricated structure. Because the prefabricated box girder can be made in a factory, a large amount of template engineering in the construction of the traditional concrete structure is removed, the quality of the member is more guaranteed, the construction environment can be effectively improved, and the prefabricated box girder is vigorously popularized by the nation in recent years. Therefore, if the prefabricated box girder can be used for replacing the steel-concrete combined girder, the problems of complex connection structure, complex splicing and template construction of the existing steel-concrete combined girder node can be solved to a great extent.
However, the existing precast box girder still has several big problems as follows: firstly, the existing prefabricated box girders are almost all of a full-wrapping type, although the prefabricated box girders in the form are relatively simple and well connected with a column structure, the connection between the prefabricated box girders and a floor slab has a great problem, and a concrete part of the floor slab and an outer steel wrapping part of the prefabricated box girders cannot be well bonded; secondly, in an earthquake environment, due to the existence of transverse shearing force, the steel cladding of the precast box girder is easy to separate from the concrete, and particularly, the bottom plate of the steel cladding also bears the longitudinal shearing force of the whole precast box girder in a gravity environment besides the transverse shearing force, so that the precast box girder is easy to separate from the concrete.
The problems greatly reduce the integrity of the building and damage the stability and the seismic performance of the building. Therefore, it is urgently needed to design a prefabricated box girder with better stress performance and better earthquake resistance.
SUMMERY OF THE UTILITY MODEL
[ problem ] to
the to-be-solved technical problem of the utility model is to provide a prefabricated box girder that atress performance, anti-seismic performance are good.
[ solution ]
In order to solve the technical problem, the utility model provides a wave-lifting box girder, which comprises a steel framework 1 and rectangular concrete 2 filled in the steel framework 1;
The steel skeleton 1 comprises a wave-forming bottom plate 3, two web plates 4 which are distributed along the length direction of the beam and are vertically connected to the wave-forming bottom plate 3, two cover plates 5 which are parallel to the wave-forming bottom plate 3 and are respectively and vertically connected to the two web plates 4, and two partition plates 6 which are positioned at two ends of the box beam and are simultaneously and vertically connected to the wave-forming bottom plate 3, the web plates 4 and the cover plates 5;
the wave-rising bottom plate 3 is connected with a plurality of first bolts 7 arranged in the rectangular concrete 2, and an inverted U-shaped wave 8 is arranged on the wave-rising bottom plate 3; the inverted U-shaped wave 8 is not connected with the web 4; the inverted U-shaped wave 8 is separated from the rectangular concrete 2 through a non-stick film 9; the inverted U-shaped wave 8 comprises a bottom surface 10 and two side surfaces 11;
the cover plate 5 is connected with a plurality of second bolts 12 which are not contacted with the rectangular concrete 2.
In one embodiment of the present invention, the length of the bottom surface 10 is 20 to 40 mm; the distance from the bottom surface 10 to the wave-starting bottom plate 3 is 60-120 mm; the included angle 13 between the bottom surface 10 and the side surface 11 is 135-145 degrees.
In an embodiment of the present invention, the number of the inverted "U" shaped waves 8 is two; the wave-starting centers of the two inverted U-shaped waves (8) are respectively positioned at the fifth section and the fourth fifth section of the box girder along the length direction of the girder.
In an embodiment of the present invention, the two ends of the wave-forming bottom plate 3 extend to the outside of the steel frame 1, the outwardly extending portion is not in contact with the rectangular concrete 2, and the length of the outwardly extending portion in the direction perpendicular to the beam length is 1-5 cm.
In one embodiment of the present invention, the two cover plates 5 are located on the same horizontal plane; the end, farther away from each other, of the two cover plates 5 extends to the outside of the steel framework 1, the outward extending part is not in contact with the rectangular concrete 2, and the length of the outward extending part in the direction perpendicular to the length direction of the beam is 1-5 cm.
In an embodiment of the present invention, the distance between the two cover plates 5 is 7.5-15 cm.
In an embodiment of the present invention, the first bolt 7 is perpendicular to the wave generating bottom plate 3.
In one embodiment of the present invention, there are two rows of the first bolts 7 on the wave-generating bottom plate 3, which are distributed along the length direction of the beam; the two rows of first bolts 7 are axisymmetrical.
In one embodiment of the present invention, in two rows of the first bolts 7, the distance between one row of the first bolts 7 and the web 4 closer thereto is equal to the distance between the other row of the first bolts 7 and the two webs 4 closer thereto; the distance between the two rows of first bolts 7 is one third of the length of the wave-forming bottom plate 3 in the direction vertical to the beam length; the distance between the first bolts 7 in the same row is 15-25 cm.
In one embodiment of the present invention, the second bolt 12 is perpendicular to the cover plate 5.
In one embodiment of the present invention, there is a row of the second bolts 12 on each cover plate 5, which are distributed along the length direction of the beam; the second bolts 12 respectively positioned on the two cover plates 5 are axisymmetrical.
In one embodiment of the present invention, the second bolts 12 are respectively located at a half of the length of the cover plate 5 in the direction perpendicular to the beam length; the distance between the second bolts 12 on the same cover plate 5 is 15-25 cm.
In one embodiment of the present invention, the non-stick film 9 may be a nylon film, a plastic film, a polyester film or a composite film.
The utility model also provides a construction method of above-mentioned ripples case roof beam, the method is for carrying out the ripples on the ripples bottom plate 3 and arranging first bolt 7 on the ripples bottom plate 3, cut according to the design of "U" type ripples 8 on web 4, web 4 after will cutting welds in the both sides of ripples bottom plate 3 perpendicularly, and "U" type ripples 8 department does not weld, welds apron 5 in the top of web 4 perpendicularly, welds baffle 6 in the both ends of ripples bottom plate 3, web 4, apron 5 perpendicularly, obtains steel skeleton 1;
And covering a non-stick film 9 on the inverted U-shaped wave 8, and pouring rectangular concrete 2 in the steel skeleton 1 to obtain the wave-making box beam.
The utility model also provides an above-mentioned ripples case roof beam or the application of above-mentioned construction method in the aspect of the building.
[ advantageous effects ]
(1) the wave-lifting bottom plate of the wave-lifting box girder of the utility model bends and lifts at the reverse bending point near the beam column node to form the inverted U-shaped wave-shaped protrusion which can be greatly deformed in the process of straightening under load, thereby greatly increasing the deformation capacity of the wave-lifting box girder under the action of earthquake and further greatly enhancing the collapse resistance of the wave-lifting box girder under the condition of heavy earthquake;
(2) The utility model discloses the ripples case roof beam that rises covers at the ripples department has on-stick film, makes it and concrete in local unbonded, does not influence the wavy bulge of "U" type of falling and takes place to warp, has further increased the deformability of the ripples case roof beam of the utility model under the earthquake action, and then has strengthened the anti ability of collapsing of the ripples case roof beam of the utility model under the macroseism;
(3) When the span of the wave-lifting box beam of the utility model is 5m and the cross-sectional dimension is 250mm multiplied by 500mm, the limit deflection can reach 31 mm;
(4) the wave-lifting box girder of the utility model can be prefabricated in factories, the quality is ensured, the construction is convenient, the workload of the site construction and the construction waste generated by the site construction can be reduced, the wave-lifting box girder is suitable for the industrialized production and conforms to the trend of the current assembly type buildings;
(5) the wave box girder of the utility model can be directly connected with the column into a whole through the outer-packing section steel when in construction site, thereby solving the problem of complex connection of the node of the existing section steel-concrete composite girder;
(6) The wave-lifting box girder of the utility model can give full play to the performance of two materials of steel and concrete, the concrete is wrapped in the section steel, is in a multidirectional stress state, has a certain constraint effect, and can effectively inhibit the local buckling or the overall instability of the section steel, therefore, the wave-lifting box girder of the utility model has better bearing capacity and ductility, and lower height, and can increase the indoor clear height;
(7) Aiming at the bonding problem between the beam concrete and the beam section steel, the wave-lifting box beam adopts the mode of additionally arranging bolts on the wave-lifting bottom plate to increase the bonding of two interfaces, ensure the joint work of the steel plate and the concrete and ensure the normal use and the bearing capacity of the combined beam;
(8) Aiming at the problem of bonding between beam section steel and floor slab concrete, the wave-lifting box beam adopts the mode of adding bolts on the cover plate to increase the bonding of two interfaces, ensures the steel plate and the concrete to work together, and ensures the beam and the floor slab to be connected stably;
(9) The utility model discloses a play ripples case roof beam is under the macroseism effect, play ripples department beam section will produce obvious plasticity hinge, produce the crack in the cross-section earlier than striding, play ripples department is flare-outed afterwards, its cross-section bending resistance bearing capacity is strengthened, later the surrender cross-section of roof beam shifts to striding in, the bearing capacity of roof beam still can continue to rise, when striding the cross-section yield, the deformation continuation increase of roof beam, the bearing capacity no longer increases, until destroying, this design makes the utility model discloses a play ripples case roof beam destroys in the post earlier than under seismic action, really realizes "strong post weak beam".
Drawings
Fig. 1 is a schematic perspective view of an undulation box beam.
Fig. 2 is a schematic view of the internal structure of a bellows beam.
Fig. 3 is a schematic view of an inverted U-shaped wave structure of an undulation box beam.
In fig. 1-2, 1 is steel skeleton, 2 is rectangular concrete, 3 is wave-forming bottom plate, 4 is web, 5 is cover plate, 6 is partition plate, 7 is first bolt, 8 is inverted "U" wave, 9 is non-stick film, 10 is bottom surface, 11 is side surface, 12 is second bolt and 13 is included angle.
Detailed Description
For the purpose of more clearly understanding the technical solution, purpose and effect of the present invention, the present invention is now described with reference to the accompanying drawings and examples:
the detection methods referred to in the following examples are as follows:
The method for detecting the bending resistance and the bearing capacity comprises the following steps:
The bending resistance bearing capacity test research is carried out on the wave-lifting box beam, a two-point symmetrical loading mode is adopted, a 50 t-level oil jack is adopted for loading, the load is transmitted to two loading points of a test piece through a distribution beam, a force sensor is installed at the jack, the measuring range of the force sensor is 100t, and the force sensor is used for measuring the load value borne by the beam. The test adopts graded loading, the load is increased by 5kN at each grade, the yield section of the beam is gradually transferred to the midspan after the bottom plate at the wave starting position is straightened, the load is changed to 10kN at each grade after the midspan section is subjected to yield, and the duration of each grade of load is about 5min until the deformation is continuously increased to cause the beam to be damaged.
displacement gauges were placed at the midspan and load points to measure the displacement of the beam at the pure bend section. Respectively arranging the strain gauges on steel plates and concrete of the cross section of the test piece and the cross section of the loading point: two strain gauges are arranged on the surface of the cover plate at equal intervals, five strain gauges are arranged on the lower surface of the wave-starting bottom plate at equal intervals, and five strain gauges are arranged on the outer side of the web plate at equal intervals along the height direction.
The limit deflection detection method comprises the following steps:
And (3) directly measuring by adopting a dial indicator or a displacement meter, arranging a laser displacement meter below the midspan section of the beam, and measuring the midspan deflection of the beam.
Example 1: wave-lifting box beam
Referring to fig. 1-3, a bellows beam includes a steel skeleton 1 and rectangular concrete 2 filled in the steel skeleton 1;
The steel skeleton 1 comprises a wave-forming bottom plate 3, two web plates 4 which are distributed along the length direction of the beam and are vertically connected to the wave-forming bottom plate 3, two cover plates 5 which are parallel to the wave-forming bottom plate 3 and are respectively and vertically connected to the two web plates 4, and two partition plates 6 which are positioned at two ends of the box beam and are simultaneously and vertically connected to the wave-forming bottom plate 3, the web plates 4 and the cover plates 5;
The wave-rising bottom plate 3 is connected with a plurality of first bolts 7 arranged in the rectangular concrete 2, and an inverted U-shaped wave 8 is arranged on the wave-rising bottom plate 3; the inverted U-shaped wave 8 is not connected with the web 4; the inverted U-shaped wave 8 is separated from the rectangular concrete 2 through a non-stick film 9; the inverted U-shaped wave 8 comprises a bottom surface 10 and two side surfaces 11;
The cover plate 5 is connected with a plurality of second bolts 12 which are not contacted with the rectangular concrete 2.
more preferably, the length of the bottom surface 10 is 20-40 mm; the distance from the bottom surface 10 to the wave-starting bottom plate 3 is 60-120 mm; the included angle 13 between the bottom surface 10 and the side surface 11 is 135-145 degrees.
as a further preference, the number of the inverted "U" -shaped waves 8 is two; the wave-starting centers of the two inverted U-shaped waves (8) are respectively positioned at the fifth section and the fourth fifth section of the box girder along the length direction of the girder.
more preferably, both ends of the wave-forming bottom plate 3 extend to the outside of the steel skeleton 1, the outwardly extending portion is not in contact with the rectangular concrete 2, and the length of the outwardly extending portion in the direction perpendicular to the beam length is 1 to 5 cm.
as a further preference, the two cover plates 5 are positioned on the same horizontal plane; the end, farther away from each other, of the two cover plates 5 extends to the outside of the steel framework 1, the outward extending part is not in contact with the rectangular concrete 2, and the length of the outward extending part in the direction perpendicular to the length direction of the beam is 1-5 cm.
Preferably, the distance between the two cover plates 5 is 7.5-15 cm.
As a further preference, the first bolt 7 is perpendicular to the wave floor 3.
as a further preference, the first bolts 7 on the wave-forming bottom plate 3 are arranged in two rows and distributed along the length direction of the beam; the two rows of first bolts 7 are axisymmetrical.
As a further preference, in the two rows of first bolts 7, the distance between one row of first bolts 7 and the web plate 4 which is closer to the one row of first bolts 7 is equal to the distance between the other row of first bolts 7 and the two web plates 4 which are closer to the one row of first bolts (7), and the distance between the two rows of first bolts (7) is one third of the length of the wave-forming bottom plate 3 perpendicular to the length direction of the beam; the distance between the first bolts (7) in the same row is 15-25 cm.
As a further preference, the second bolt 12 is perpendicular to the cover plate 5.
As a further preference, the second bolts 12 on each cover plate 5 are arranged in a row and distributed along the length direction of the beam; the second bolts 12 respectively positioned on the two cover plates 5 are axisymmetrical.
As a further preference, the second bolts 12 are respectively located at a half of the length of the cover plate 5 in the direction perpendicular to the beam length; the distance between the second bolts 12 on the same cover plate 5 is 15-25 cm.
as a further preference, the non-stick film 9 may be a nylon film, a plastic film, a polyester film or a composite film.
Example 2: construction method of wave-lifting box beam
The method comprises the following specific steps:
(1) the method comprises the following steps of carrying out wave forming on a wave forming bottom plate 3, arranging a first bolt 7 on the wave forming bottom plate 3, cutting a web plate 4 according to the design of an inverted U-shaped wave 8, vertically welding the cut web plate 4 to two sides of the wave forming bottom plate 3, not welding the inverted U-shaped wave 8, vertically welding a cover plate 5 above the web plate 4, and vertically welding a partition plate 6 to two ends of the wave forming bottom plate 3, the web plate 4 and the cover plate 5 to obtain a steel skeleton 1;
(2) and covering a non-stick film 9 on the inverted U-shaped wave 8, and pouring rectangular concrete 2 in the steel skeleton 1 to obtain the wave-making box beam.
Example 3: detection of wave-lifting box beam
The method comprises the following specific steps:
the corrugated box girder is prepared according to the embodiment 1-2 by using C40 common concrete as a material of rectangular concrete, Q345 steel as a material of a steel skeleton, a first bolt and a second bolt of an M20 x 90 type of outer hexagonal hot-dip galvanized bolt, and a non-stick film made of a plastic material.
the span of the wave-lifting box beam is 5m, and the section size is 250mm multiplied by 500 mm; the cross section of the wave-rising bottom plate is 250mm multiplied by 10 mm; the cross section of the web plate is 480mm multiplied by 6 mm; the size of the cover plate is 75mm multiplied by 8 mm; the size of the partition plate is 200mm multiplied by 500mm multiplied by 10 mm; two inverted U-shaped waves are arranged on the wave-rising bottom plate, the distance between the center of one inverted U-shaped wave and the partition plate closer to the inverted U-shaped wave is one fifth of the beam length, and the distance between the other inverted U-shaped wave and the partition plate closer to the inverted U-shaped wave is one fifth of the beam length; the wave height of the inverted U-shaped wave is 5cm, the length of the bottom surface is 15cm, and the included angle between the bottom surface and the two side surfaces is 145 degrees; two rows of first bolts are arranged on the wave-starting bottom plate, the distance between the two rows of first bolts is 110mm, the distance between the first bolts in the same row is 15cm, the distance between one row of first bolts and the web plate closer to the first bolts is 7cm, and the distance between the other row of first bolts and the two web plates closer to the first bolts is 7 cm; the distance between the two cover plates is 10 cm; and a row of second bolts are arranged on each of the two cover plates, the second bolts are positioned at the half part of the length of the cover plate in the direction vertical to the length direction of the beam, and the distance between the second bolts positioned in the same row is 15 cm.
The ultimate bending resistance bearing capacity and ultimate deflection of the steel plate are measured according to the bending resistance bearing capacity detection method and the ultimate deflection detection method, and the detection result is as follows: the ultimate bending resistance bearing capacity can reach 232 kN.m, and the ultimate deflection can reach 68 mm.
example 4: detection of wave-lifting box beam
The method comprises the following specific steps:
example 4 a corrugated box beam was prepared by removing the non-stick film from the base of example 3.
The ultimate bending resistance bearing capacity and ultimate deflection of the steel plate are measured according to the bending resistance bearing capacity detection method and the ultimate deflection detection method, and the detection result is as follows: the ultimate bending resistance bearing capacity can reach 223 kN.m, and the ultimate deflection can reach 65 mm.
Example 5: detection of wave-lifting box beam
The method comprises the following specific steps:
Example 5 an undulation box beam was prepared by reducing the number of inverted "U" waves to one based on example 3, the inverted "U" waves being disposed at a half of the length of the undulation base plate in the beam length direction.
The ultimate bending resistance bearing capacity and ultimate deflection of the steel plate are measured according to the bending resistance bearing capacity detection method and the ultimate deflection detection method, and the detection result is as follows: the ultimate bending resistance bearing capacity can reach 188 kN.m, and the ultimate deflection can reach 59 mm.
Example 6: detection of wave-lifting box beam
the method comprises the following specific steps:
Example 6 a bellows beam was prepared by removing the first bolt from example 3.
The ultimate bending resistance bearing capacity and ultimate deflection of the steel plate are measured according to the bending resistance bearing capacity detection method and the ultimate deflection detection method, and the detection result is as follows: the ultimate bending resistance bearing capacity can reach 212 kN.m, and the ultimate deflection can reach 63 mm.
Comparative example 1: construction method of existing box girder
The method comprises the following specific steps:
(1) Vertically welding a web plate on the bottom plate to two sides of the bottom plate, vertically welding a cover plate above the web plate, and vertically welding a partition plate to two ends of the bottom plate, the web plate and the cover plate to obtain a U-shaped steel-clad framework;
(2) And pouring concrete in the cavity of the steel skeleton to obtain the U-shaped externally-wrapped steel-concrete combined box girder.
(structural reference of existing box girder in this comparative example: Yunling, Shihui seal, Queen Shake, high strength U-shaped steel-concrete composite girder flexural performance [ J ]. school news of southwest university of transportation, 2014,49(1):72-78.)
comparative example 2: detection of existing box girders
the method comprises the following specific steps:
A U-shaped steel-concrete composite box girder wrapped outside a U-shaped steel is prepared according to a comparative example 1 by using C40 ordinary concrete as a concrete material and Q345 steel as a steel skeleton material.
The span of the U-shaped steel-concrete composite box girder wrapped outside is 5m, and the section size is 250mm multiplied by 500 mm; the section size of the bottom plate is 250mm multiplied by 10 mm; the cross section of the web plate is 480mm multiplied by 6 mm; the size of the cover plate is 75mm multiplied by 8 mm; the size of the partition plate is 200mm × 500mm × 10 mm.
The ultimate bending resistance bearing capacity and ultimate deflection of the steel plate are measured according to the bending resistance bearing capacity detection method and the ultimate deflection detection method, and the detection result is as follows: the ultimate bending resistance bearing capacity can reach 181 kN.m, and the ultimate deflection can reach 49 mm.
It can be seen from the example 3 and the comparative example 2 that the bending resistance bearing capacity of the wave-lifting box girder of the examples 1 to 3 is improved to a certain extent compared with the existing box girder, and the bending resistance bearing capacity of the wave-lifting box girder of the examples 1 to 3 is obviously improved compared with the existing box girder in terms of ultimate deflection, so that the wave-lifting box girder of the examples 1 to 3 is very strong in collapse resistance under a large earthquake, and has a great application prospect.
Although the present invention has been described with reference to the preferred embodiments, it should be understood that various changes and modifications can be made by those skilled in the art without departing from the spirit and scope of the invention.
Claims (10)
1. the wave-raising box girder is characterized by comprising a steel skeleton (1) and rectangular concrete (2) filled in the steel skeleton (1);
The steel skeleton (1) comprises a wave-forming bottom plate (3), two webs (4) which are distributed along the length direction of the beam and are vertically connected to the wave-forming bottom plate (3), two cover plates (5) which are parallel to the wave-forming bottom plate (3) and are respectively and vertically connected to the two webs (4), and two partition plates (6) which are positioned at two ends of the box girder and are simultaneously and vertically connected to the wave-forming bottom plate (3), the webs (4) and the cover plates (5);
The wave-rising bottom plate (3) is connected with a plurality of first bolts (7) arranged in the rectangular concrete (2) in a built-in mode, and an inverted U-shaped wave (8) is arranged on the wave-rising bottom plate (3); the inverted U-shaped wave (8) is not connected with the web (4); the inverted U-shaped wave (8) is separated from the rectangular concrete (2) through a non-stick film (9); the inverted U-shaped wave (8) comprises a bottom surface (10) and two side surfaces (11);
The cover plate (5) is connected with a plurality of second bolts (12) which are not contacted with the rectangular concrete (2).
2. The wavebox beam according to claim 1, characterized in that said bottom surface (10) has a length of 20-40 mm; the distance between the bottom surface (10) and the wave-forming bottom plate (3) is 60-120 mm; the included angle (13) between the bottom surface (10) and the side surface (11) is 135-145 degrees.
3. The wavebox beam according to claim 1, characterized in that said inverted "U" -shaped waves (8) are two in number; the wave-starting centers of the two inverted U-shaped waves (8) are respectively positioned at the fifth section and the fourth fifth section of the box girder along the length direction of the girder.
4. The corrugated box girder according to claim 1, wherein both ends of the corrugated bottom plate (3) extend to the outside of the steel skeleton (1), the outwardly extending portion is not in contact with the rectangular concrete (2), and the length of the outwardly extending portion in a direction perpendicular to the length of the girder is 1 to 5 cm.
5. The wavebox beam according to claim 1, characterized in that said two cover plates (5) are located at the same horizontal plane; the end, farther away from each other, of each cover plate (5) extends towards the outside of the steel skeleton (1), the outward extending part is not in contact with the rectangular concrete (2), and the length of the outward extending part in the direction perpendicular to the length direction of the beam is 1-5 cm.
6. A corrugated box girder according to claim 1, wherein the first bolts (7) on the corrugated bottom plate (3) are arranged in two rows along the length of the girder; the two rows of first bolts (7) are axisymmetric.
7. a corrugated box girder according to claim 1, wherein the distance between a first bolt (7) of one of the two rows of first bolts (7) and the web (4) closer thereto is equal to the distance between the first bolt (7) of the other row and the web (4) closer thereto; the distance between the two rows of first bolts (7) is one third of the length of the wave-forming bottom plate (3) perpendicular to the length direction of the beam; the distance between the first bolts (7) in the same row is 15-25 cm.
8. The wavebox beam according to claim 1, characterized in that said second bolts (12) of each cover plate (5) are arranged in a row along the length of the beam; the second bolts (12) respectively positioned on the two cover plates (5) are axisymmetric.
9. the wave-forming box girder according to claim 1, wherein the wave-forming bottom plate (3) is provided with first bolts (7), the web plate (4) is provided with inverted U-shaped waves (8), the web plate (4) is perpendicular to two sides of the wave-forming bottom plate (3), the cover plate (5) is perpendicular to the upper side of the web plate (4), and the partition plate (6) is perpendicular to two ends of the wave-forming bottom plate (3), the web plate (4) and the cover plate (5).
10. The beam of claim 1, wherein the inverted "U" shaped wave (8) is covered with a non-stick film (9), and rectangular concrete (2) is poured inside the steel skeleton (1) to obtain the beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920299716.4U CN209798505U (en) | 2019-03-11 | 2019-03-11 | Wave-lifting box beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920299716.4U CN209798505U (en) | 2019-03-11 | 2019-03-11 | Wave-lifting box beam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN209798505U true CN209798505U (en) | 2019-12-17 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201920299716.4U Expired - Fee Related CN209798505U (en) | 2019-03-11 | 2019-03-11 | Wave-lifting box beam |
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| CN (1) | CN209798505U (en) |
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2019
- 2019-03-11 CN CN201920299716.4U patent/CN209798505U/en not_active Expired - Fee Related
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