CN207419220U - In a kind of-the blank pipe flange combining beam put more energy into outside - Google Patents
In a kind of-the blank pipe flange combining beam put more energy into outside Download PDFInfo
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- CN207419220U CN207419220U CN201720922495.2U CN201720922495U CN207419220U CN 207419220 U CN207419220 U CN 207419220U CN 201720922495 U CN201720922495 U CN 201720922495U CN 207419220 U CN207419220 U CN 207419220U
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Abstract
The utility model is related to a kind of blank pipe flange combining beams of internal/external stiffening,It is that web is provided between top flange and lower flange,Form i-shaped beams,Adding rib is vertically installed on web,Top plate is provided at the top of top flange,Top flange is arranged to blank pipe either top flange and lower flange and is disposed as blank pipe,Interior ribbed stiffener or filling-foam Steel material are provided in blank pipe,Interior ribbed stiffener is with adding rib on same cross section,It is connected between top flange and top plate by shear connector,The local buckling problem of top flange can be effectively controlled by internal/external stiffening rib,Simplify construction technology,It ensure that the safety and stability of structure construction and service stage,And the advantage of the respective material of steel concrete combining structure is given full play to,Construction period is shorter,Dead load is light,Building height is small,The material property of steel and concrete can be made full use of,There is better application prospect compared with the I-shaped combination beam of tradition.
Description
Technical field
The utility model belongs to steel-concrete combined structure bridge technology field, and in particular in a kind of-sky put more energy into outside
Pipe flange combining beam.
Background technology
Steel-concrete combined structure bridge is usually to connect into i-shaped beams knot by web by top flange and lower flange
Structure is the stabilized soil pavement of enhancing structure, and ribbed stiffener is welded on web and the structure of top flange, lower flange is fitted
When improvement, I-beam top flange steel plate is replaced with the concrete filled pipe edge of a wing, but utility model people is further researching and developing
Find that there are the following problems in construction on the concrete filled pipe edge of a wing in the process：Concrete filled cast is not easy closely knit；It inside fills out mixed
Connecting structure complexity, the constructional difficulties on the solidifying soil pipe edge of a wing；Need to be proposed that neotectonics, new process ensure the stress at link position
Performance.It is relatively fewer to this report on domestic and foreign literature at present.
The content of the invention
In order to overcome the deficiencies in the prior art, the utility model provides that a kind of building height is small, rigidity is big, holds
Carry power high, bridge weight reduction and the interior-blank pipe edge of a wing group put more energy into outside that can effectively avoid the blank pipe edge of a wing and Buckling of Web
Close beam.
Used technical solution is the utility model to achieve these goals：It is set between top flange and lower flange
There is web, form i-shaped beams, adding rib is vertically installed on web, top plate, upper limb are provided at the top of top flange
Edge is hollow tubular structure for hollow tubular structure either top flange and lower flange, and interior ribbed stiffener is added in its blank pipe or interior is filled in and issued
Blist steel material, interior ribbed stiffener on same cross section, are connected with adding rib between top flange and top plate by shear connector
It connects.
The epimere of above-mentioned adding rib is connected with hypomere by arc section transition, and the peak of arc section and top flange are most
Fore-and-aft distance between low spot is the 1/15~1/20 of web height, and the arc radius of arc section is the sides adjacent length of side of top flange
The 1/2~2/3 of degree, central angle are 60 °~90 °.
Above-mentioned top flange is arranged to blank pipe, cross section can be circular either rectangle or be inverted isosceles triangle or
Isosceles trapezoid is inverted, when its cross section is that rectangle is either inverted isosceles triangle or is inverted isosceles trapezoid, adding rib
Top transverse width is the 1/3~1/2 of the adjacent side length of top flange, and the base angle of isosceles triangle or isosceles trapezoid is 30 °
~60 °.
Above-mentioned lower flange can be hollow tubular structure, and either isosceles triangle or isosceles are terraced for cross section or rectangle
The base angle of shape, isosceles triangle or isosceles trapezoid is 30 °~60 °.
Through hole is machined on the section of above-mentioned interior ribbed stiffener or corner point is processed as chamfering structure, chamfering is isoceles triangle
The 1/5~1/4 of shape, a length of top flange of waist or lower flange side edge length.
Above-mentioned blist steel of filling in and issuing is filled at the fulcrum of top flange or lower flange or at stress concentration, and filling area is upper limb
The 1/8~1 of the blank pipe section of edge or lower flange.
In provided by the utility model-the blank pipe flange combining beam put more energy into outside, by top flange or top flange with
Added in the cavity of lower flange interior ribbed stiffener or it is interior fill in and issue blist steel material, web both sides are vertically arranged adding rib, by it is interior-
Adding rib can effectively control the local buckling problem of top flange, simplify construction technology, ensure that structure construction and using rank
The safety and stability of section, while perforate, the chamfered design of edge on the section of interior ribbed stiffener are ensureing the rigidity of structure and carrying
The dead weight of beam is alleviated while power, improves section utilization rate, while perforate can be right as the reserved passageway of traffic pipeline facility
The structure on the upper and lower edge of a wing is adjusted, and is reduced web height, is reduced web ratio of height to thickness, is made section torsional rigidity increase, is kept away
The problem of bearing capacity caused by having exempted from the too early buckling of web reduces, adding rib are extended down to blank pipe top flange top perpendicular to web
Face in blank pipe top flange and web intersection adding rib with arc transition, saves material and reduces stress concentration, while can be with
Blist steel material is filled in and issued in blank pipe, filling position should be to be locally filled at fulcrum or at stress concentration, can utilize interior fill out
The local stability for the steel enhancing steel pipe walls that foam, have lightweight, high rigidity, durability, high-specific surface area and special sound-absorbing,
Shock-absorbing, fire protecting performance, and obturator-type expanded material, internal is cap holes, has the energy-absorbing effect as honeycomb weave
Fruit, and with superior adiabatic and fire resistance property.The utility model has given full play to steel-concrete combined structure each material
Advantage, the construction period compared with it is short, dead load is light, building height is small, can make full use of steel, foaming steel and concrete material
Performance has better application prospect compared with the I-shaped combination beam of tradition.
Description of the drawings
Fig. 1 is the combined beam structure schematic diagram of embodiment 1.
Fig. 2 is the A direction views of Fig. 1.
Fig. 3 is the combined beam structure schematic diagram of embodiment 4.
Fig. 4 is the combined beam structure schematic diagram of embodiment 5.
Fig. 5 is the combined beam structure schematic diagram of embodiment 8.
Fig. 6 is the combined beam structure schematic diagram of embodiment 9.
Fig. 7 is the combined beam structure schematic diagram of embodiment 12.
Fig. 8 is the combined beam structure schematic diagram of embodiment 13.
Fig. 9 is the combined beam structure schematic diagram of embodiment 16.
Figure 10 is the combined beam structure schematic diagram of embodiment 19.
Figure 11 is the combined beam structure schematic diagram of embodiment 20.
Figure 12 is the load versus deflection of embodiment 1.
Figure 13 is distribution curve of the span centre longitudinal strain of embodiment 1 along deck-molding.
Figure 14 is the load versus deflection of embodiment 2.
Figure 15 is distribution curve of the shearing strain of embodiment 2 along deck-molding.
Figure 16 is the load versus deflection of embodiment 13.
Figure 17 is distribution curve of the span centre longitudinal strain of embodiment 13 along deck-molding.
Specific embodiment
The technical solution of the utility model is further described in conjunction with drawings and examples, but the utility model
It is not limited only to following implementation situations.
Embodiment 1
Referring to Fig. 1 and Fig. 2, the interior-blank pipe flange combining beam put more energy into outside of the present embodiment is by top plate 1, shear connector
2nd, top flange 3, interior ribbed stiffener 4, web 5, adding rib 6 and lower flange 7 are formed.
The lower flange 7 of the present embodiment is the edge of a wing steel plate of common steel bridge, be length × width × height for 4300 × 200 ×
The rectangular steel plates of 12mm weld web 5 at the middle part of lower flange 7, and web 5 is vertical with lower flange 7, and the height of web 5 is
328mm, thickness 4mm, length and the equal length of lower flange 7.Top flange 3 is welded at the top of web 5, the present embodiment
Top flange 3 be rectangle hollow tube-like structure, be arranged in parallel with lower flange 7, length × width × height be 4300 × 160 × 80mm, wall thickness
For 4mm, two parallel shear connectors 2, i.e. bolt are welded at the top of top flange 3,3 blank pipe is welded with interior in top flange
Ribbed stiffener 4, interior ribbed stiffener 4 is arranged using one-side-filled angle weld along the longitudinal cross-section of top flange 3, vertical with web 5, for strengthening
The structural strength of tubulose top flange 3 and carrying dynamics, in order to ensure the rigidity of structure of interior ribbed stiffener 4 while, reduce dead weight,
There are two through hole arranged side by side, two through holes are on 3 section longitudinal center of top flange for the kernel of section position processing of interior ribbed stiffener 4
Axial symmetry is distributed, and aperture 20mm is the 1/4 of 3 side of top flange, and hole center spacing is 80mm, and four of interior ribbed stiffener 4 push up
Angle is processed as chamfering structure, and chamfering is isosceles triangle, and the 1/4 of a length of 3 side edge length of top flange of waist, convenient for welding, simultaneously
Mitigate dead weight.Be welded with vertical adding rib 6 in the left and right sides of web 5, i.e., adding rib 6 simultaneously with web 5, lower flange
7 is vertical, with interior ribbed stiffener 4 on same cross section, for limiting the indent evagination that top flange 3 occurs during bearing capacity
Deformation.Adding rib 6 is extended down to the top of top flange 3 by arc transition, i.e., passes through between the epimere and hypomere of the adding rib 6
Arc section connects, and the transverse width of upper portion is less than the width of the lower section, peak and the top flange 3 of arc section
Fore-and-aft distance h between minimum point1It is the 1/18 of 5 height of web, radius 45mm for 18mm, is the adjacent of top flange 3
The 7/12 of side edge length, central angle are 90 °, the top transverse width h of the adding rib 62It is 33mm, is that top flange 3 is adjacent
The 5/12 of side edge length.Top plate 1 is connected by shear connector 2 at the top of top flange 3, i.e. shear connector 2 extends to top
In plate 1, top plate 1 and top flange 3 are connected as one, the top plate 1 is horizontally disposed, parallel with lower flange 7, and top plate 1 is steel
Tendon concrete structure, length and width, the thickness of top plate 1 are respectively 4300mm, 600mm, 80mm, and the upper end using shear connector 2 is prolonged
It extends in top plate 1, top plate 1 is fastened, prevent its sliding.
Embodiment 2
The top flange 3 of the present embodiment is rectangle hollow tube-like structure, is arranged in parallel with lower flange 7, length × width × height is
1800 × 200 × 80mm, wall thickness 4mm, in top flange, 3 blank pipe is welded with interior ribbed stiffener 4, and four apex angles of interior ribbed stiffener 4 are equal
It is processed as chamfering structure, chamfering is isosceles triangle, the 1/5 of a length of 3 side edge length of top flange of waist, it is welded at the middle part of lower flange 7
Web 5 is connect, the height of web 5 is 328mm, thickness 4mm, length and the equal length of lower flange 7, in the left and right of web 5 two
Side is welded with vertical adding rib 6, is connected between the epimere and hypomere of adding rib 6 by arc section, and upper portion
Transverse width be less than the lower section width, the fore-and-aft distance h between the peak of arc section and the minimum point of top flange 31
It is the 1/18 of 5 height of web, arc radius 45mm for 18mm, is the 7/12 of the adjacent side length of top flange 3, circle
Heart angle is 90 °, the top transverse width h of the adding rib 62It is 33mm, is the 5/12 of 3 adjacent side length of top flange.
Other components and specification, connection relation are same as Example 1.
Embodiment 3
The top flange 3 of the present embodiment is rectangular tubular structure, is arranged in parallel with lower flange 7, length × width × height 60000
× 700 × 200mm, wall thickness 18mm, interior ribbed stiffener 4 is welded in 3 inner cavity of top flange, and four apex angles of interior ribbed stiffener 4 add
Work is chamfering structure, and chamfering is isosceles triangle, the 9/40 of a length of 3 side edge length of top flange of waist, it is welded at the middle part of lower flange 7
Web 5, the height of web 5 is 2500mm, thickness 20mm, length and the equal length of lower flange 7, in the left and right of web 5 two
Side is welded with vertical adding rib 6, is connected between the epimere and hypomere of adding rib 6 by arc section, and upper portion
Transverse width be less than the lower section width, the fore-and-aft distance h between the peak of arc section and the minimum point of top flange 31
It is the 1/20 of 5 height of web, radius 133mm for 125mm, is the 2/3 of the adjacent side length of top flange 3, central angle
For 75 °.The top transverse width h of the adding rib 62It is 66mm, is the 1/3 of 3 adjacent side length of top flange.
Other components and specification, connection relation are same as Example 1.
Embodiment 4
Referring to Fig. 3, the top flange 3 and lower flange 7 of the present embodiment are rectangular tubular structure, parallel arrangement, lower flange 7
Structure is identical with top flange 3, is welded in interior put more energy into lower rib 4-2, with 3 blank pipe of top flange and puts more energy into 7 blank pipe of lower flange
Upper rib 4-1 is symmetrical on 5 horizontal center line of web, and put more energy into the upper rib 4-1 and lower rib 4-2 that puts more energy into lower flange 7 in top flange 3
The interior ribbed stiffener 4 of the present embodiment is formed, the lower rib 4-2 that inside puts more energy into, interior upper rib 4-1 and the adding rib 6 of putting more energy into are on same cross section.
Other components and its connection relation are identical with any one in Examples 1 to 3.
Embodiment 5
Referring to Fig. 4, the cross section of top flange 3 is to be inverted isosceles triangle in the present embodiment, and the apex angle of isosceles triangle is
90 °, down-set, base angle is 45 °, section waist length (i.e. side) be 113mm, with top plate 1 abut base be 160mm, wall
Thickness is 4mm, and bolt is welded at the top of top flange 3 and is fastenedly connected top flange 3 and top plate 1 as shear connector 2, upper
3 blank pipe of the edge of a wing is welded with interior ribbed stiffener 4, and interior ribbed stiffener 4 is arranged using one-side-filled angle weld along the longitudinal cross-section of top flange 3, with
Web 5 is vertical, and in the cross section geometric center position of interior ribbed stiffener 4, there are one through hole, aperture 56mm is top flange 3 for processing
The 1/2 of section waist length, the vertex of the interior ribbed stiffener 4 is processed as the chamfering of isosceles triangle, is welded in the left and right sides of web 5
There is vertical adding rib 6, i.e. adding rib 6 is vertical with web 5, lower flange 7 simultaneously, with interior ribbed stiffener 4 in same cross section
On, adding rib 6 extends to the top of top flange 3 by arc transition.
Other components and specification, connection relation are identical with any one in Examples 1 to 3.
Embodiment 6
The cross section of top flange 3 is to be inverted isosceles triangle in the present embodiment, and the base angle of isosceles triangle is 30 °, section
Face waist length (i.e. side) is 120mm, and the base abutted with top plate 1 is 200mm, wall thickness 3mm, is welded at the top of top flange 3
There is bolt to be fastenedly connected top flange 3 and top plate 1 as shear connector 2,3 blank pipe is welded with interior ribbed stiffener 4 in top flange, interior
Ribbed stiffener 4 is arranged using one-side-filled angle weld along the longitudinal cross-section of top flange 3, vertical with web 5, in the transversal of interior ribbed stiffener 4
The processing of face geometric center position is the 1/3 of 3 section waist length of top flange there are one through hole, aperture 40mm, the interior ribbed stiffener 4
Vertex is processed as the chamfering of isosceles triangle, and vertical adding rib 6 is welded in the left and right sides of web 5, i.e., outer to put more energy into
Rib 6 is vertical with web 5, lower flange 7 simultaneously, and with interior ribbed stiffener 4 on same cross section, adding rib 6 is prolonged by arc transition
Extend the top of top flange 3.
Other components and specification, connection relation are identical with any one in Examples 1 to 3.
Embodiment 7
The cross section of top flange 3 is to be inverted isosceles triangle in the present embodiment, and the base angle of isosceles triangle is 60 °, section
Face waist length (i.e. side) is 230mm, and the base abutted with top plate 1 is 465mm, wall thickness 18mm, is welded at the top of top flange 3
There is bolt to be fastenedly connected top flange 3 and top plate 1 as shear connector 2,3 blank pipe is welded with interior ribbed stiffener 4 in top flange, interior
Ribbed stiffener 4 is arranged using one-side-filled angle weld along the longitudinal cross-section of top flange 3, vertical with web 5, in the transversal of interior ribbed stiffener 4
The processing of face geometric center position is the 7/12 of 3 section waist length of top flange there are one through hole, aperture 134mm, the interior ribbed stiffener 4
Vertex be processed as the chamfering of isosceles triangle, vertical adding rib 6 is welded in the left and right sides of web 5, i.e., it is additional
Strength rib 6 is vertical with web 5, lower flange 7 simultaneously, and with interior ribbed stiffener 4 on same cross section, adding rib 6 passes through arc transition
Extend to the top of top flange 3.
Other components and specification, connection relation are identical with any one in Examples 1 to 3.
Embodiment 8
Referring to Fig. 5, set blank pipe in the lower flange 7 of the present embodiment, cross section is isosceles triangle, with top flange 3 on
5 horizontal center line of web is symmetrical and specification is identical, the blank pipe in lower flange 7 be provided in put more energy into lower rib 4-2, lower flange 7 it is interior
Put more energy into lower rib 4-2 and top flange 3 in upper rib 4-1 structures of putting more energy into it is identical and symmetrical on 5 horizontal center line of web, this implementation
Put more energy into example lower rib 4-2 and the interior upper rib 4-1 that puts more energy into is combined into interior ribbed stiffener 4, and interior ribbed stiffener 4 with adding rib 6 same
On cross section, the lower end of adding rib 6 is equal with the lateral cross section width of lower flange 7.
Other components and specification, connection relation are identical with any one in embodiment 5~7.
Embodiment 9
The cross section of top flange 3 is to be inverted isosceles trapezoid in the present embodiment, and referring to Fig. 6, two base angles are 45 °, and waist is grown (i.e.
Side) for 100mm, the longer base abutted with top plate 1 is 220mm, and shorter base is 80mm, wall thickness 4mm, in top flange
3 top is welded with bolt and is fastenedly connected top flange 3 and top plate 1 as shear connector 2, and in top flange, 3 blank pipe is welded with
Interior ribbed stiffener 4, interior ribbed stiffener 4 is arranged using one-side-filled angle weld along the longitudinal cross-section of top flange 3, vertical with web 5, is added inside
The cross section geometric center position processing of strength rib 4 is there are one through hole, aperture 58mm, is the 7/12 of top flange 3 waist length, this it is interior plus
The vertex of strength rib 4 is processed as the chamfering of isosceles triangle, vertical adding rib 6 is welded in the left and right sides of web 5, i.e.,
Adding rib 6 is vertical with web 5, lower flange 7 simultaneously, and with interior ribbed stiffener 4 on same cross section, adding rib 6 passes through circular arc
Transition extends to the top of top flange 3.
Other components and specification, connection relation are identical with any one in Examples 1 to 3.
Embodiment 10
The cross section of top flange 3 is to be inverted isosceles trapezoid in the present embodiment, and two base angles are 30 °, and waist length (i.e. side) is
120mm, the longer base abutted with top plate 1 are 267mm, and shorter base is 60mm, wall thickness 3mm, at the top of top flange 3
It is welded with bolt to be fastenedly connected top flange 3 and top plate 1 as shear connector 2, in top flange, 3 blank pipe is welded with interior ribbed stiffener
4, interior ribbed stiffener 4 is arranged using one-side-filled angle weld along the longitudinal cross-section of top flange 3, vertical with web 5, in interior ribbed stiffener 4
The processing of cross section geometric center position is the 1/3 of top flange 3 waist length there are one through hole, aperture 40mm, the interior ribbed stiffener 4
Vertex is processed as the chamfering of isosceles triangle, and vertical adding rib 6 is welded in the left and right sides of web 5, i.e., outer to put more energy into
Rib 6 is vertical with web 5, lower flange 7 simultaneously, and with interior ribbed stiffener 4 on same cross section, adding rib 6 is prolonged by arc transition
Extend the top of top flange 3.
Other components and specification, connection relation are identical with any one in Examples 1 to 3.
Embodiment 11
The cross section of top flange 3 is to be inverted isosceles trapezoid in the present embodiment, and two base angles are 60 °, and waist length (i.e. side) is
230mm, the longer base abutted with top plate 1 are 700mm, and shorter base is 470mm, wall thickness 18mm, on the top of top flange 3
Portion is welded with bolt and is fastenedly connected top flange 3 and top plate 1 as shear connector 2, and interior put more energy into is welded in 3 inner cavity of top flange
Rib 4, interior ribbed stiffener 4 is arranged using one-side-filled angle weld along the longitudinal cross-section of top flange 3, vertical with web 5, in interior ribbed stiffener 4
The processing of cross section geometric center position there are one through hole, aperture 115mm is the 1/2 of top flange 3 waist length, the interior ribbed stiffener 4
Vertex be processed as the chamfering of isosceles triangle, vertical adding rib 6 is welded in the left and right sides of web 5, i.e., it is additional
Strength rib 6 is vertical with web 5, lower flange 7 simultaneously, and with interior ribbed stiffener 4 on same cross section, adding rib 6 passes through arc transition
Extend to the top of top flange 3.
Other components and specification, connection relation are identical with any one in Examples 1 to 3.
Embodiment 12
Blank pipe is set in the lower flange 7 of the present embodiment, cross section is isosceles trapezoid, as shown in fig. 7, it is closed with top flange 3
Identical in the symmetrical simultaneously specification of 5 horizontal center line of web, the blank pipe in lower flange 7 is provided with the interior lower rib 4-2 that puts more energy into, lower flange 7
Inside put more energy into lower rib 4-2 and top flange 3 in upper rib 4-1 structures of putting more energy into it is identical and symmetrical on 5 horizontal center line of web, bottom wing
The lower rib 4-2 that puts more energy into edge 7 forms the interior ribbed stiffener 4 of the present embodiment with the upper rib 4-1 that puts more energy into top flange 3, with putting more energy into outside
For rib 6 on same cross section, the lower end of adding rib 6 is equal with the transverse width of lower flange 7.
Other components and specification, connection relation are identical with any one in embodiment 9~11.
Embodiment 13
As shown in figure 8, the cross section of top flange 3 is circular in the present embodiment, length, outer diameter, thickness of pipe wall are respectively
4300mm, 133mm, 4mm, the top of top flange 3 is welded with bolt, and as shear connector 2, it is extended in top plate 1, by upper limb
Edge 3 is connected as one with top plate 1, and in top flange, 3 blank pipe is welded with interior ribbed stiffener 4, and interior 4 thickness of ribbed stiffener is 10mm,
The cross section geometric center position processing of interior ribbed stiffener 4 is welded with vertical additional in the left and right sides of web 5 there are one through hole
Strength rib 6, with interior ribbed stiffener 4 on same cross section, adding rib 6 is extended down to blank pipe top flange, and the width of adding rib 6 is
63.5mm, thickness 12mm.
Other components and specification, connection relation are identical with any one in Examples 1 to 3.
Embodiment 14
The cross section of top flange 3 is circular in the present embodiment, length, outer diameter, thickness of pipe wall be respectively 1800mm, 133mm,
4mm, the top of top flange 3 is welded with bolt, and as shear connector 2, it is extended in top plate 1, and top flange 3 and top plate 1 are connected
Integral structure is connected in, interior ribbed stiffener 4 is welded in 3 blank pipe of top flange, is added in the cross section geometric center position of interior ribbed stiffener 4
Work is welded with vertical adding rib 6 in the left and right sides of web 5, with interior ribbed stiffener 4 in same cross section there are one through hole
On, adding rib 6 is extended down to blank pipe top flange.
Other components and specification, connection relation are identical with embodiment 13.
Embodiment 15
The top flange 3 of the present embodiment is identical with embodiment 13.
Blank pipe is set in the lower flange 7 of the present embodiment, cross section is isosceles triangle either rectangle or isosceles trapezoid,
Be welded with interior ribbed stiffener 4 in blank pipe, specific specification, connection relation respectively with any one phase in embodiment 4,8,12
Together.
Other components and its connection relation are identical with embodiment 13.
Embodiment 16
As shown in figure 9, setting blank pipe in the lower flange 7 of the present embodiment, cross section is isosceles trapezoid, and two base angles are 45 °,
Waist grows (i.e. side) for 113mm, a length of 240mm in bottom, a length of 80mm in upper bottom edge, wall thickness 6mm, entire length and top flange
3 equal length.In the lower flange, 7 blank pipe is welded with the interior lower rib 4-2 that puts more energy into, and the interior lower rib 4-2 that puts more energy into is using one-side-filled angle weld
It is arranged along the longitudinal cross-section of lower flange 7, the cross section geometric center position processing of inside put more energy into lower rib 4-2 vertical with web 5
There are one through hole, aperture 66mm is the 7/12 of 7 section waist length of lower flange, which is processed as
The chamfering of lumbar triangle shape, is welded with vertical adding rib 6 in the left and right sides of web 5, i.e., adding rib 6 simultaneously with web 5,
Lower flange 7 is vertical, puts more energy into lower rib 4-2 on same cross section with interior, adding rib 6 extends to top flange 3 by arc transition
Top.Top flange 3 is welded to the top of web 5, is arranged in parallel with lower flange 7, and the top flange 3 of the present embodiment is rectangular tube
Shape structure, length × width × height be 4300 × 160 × 80mm, wall thickness 4mm, be welded at the top of top flange 3 two it is parallel
Shear connector 2, i.e. bolt, in top flange 3 blank pipe be welded in put more energy on rib 4-1, the upper rib 4-1 that inside puts more energy into puts more energy into down with interior
Rib 4-2 combines the interior ribbed stiffener 4 of cost implementation, and the upper rib 4-1 that inside puts more energy into is cut using one-side-filled angle weld along the longitudinal direction of top flange 3
Face is arranged, vertical with web 5, and there are two through hole arranged side by side, two through holes for the kernel of section position processing for the upper rib 4-1 that puts more energy into inside
It is symmetrical on 3 section transverse central axis of top flange, aperture 20mm is the 1/4 of 3 side of top flange, between the center of hole
Chamfering structure is processed as away from four apex angles for 80mm, the upper rib 4-1 that inside puts more energy into, and chamfering is isosceles triangle, a length of upper limb of waist
The 1/4 of 3 side edge length of edge convenient for welding, while mitigates dead weight.Lead between the epimere and hypomere of the adding rib 6 of the present embodiment
Arc section connection is crossed, and the transverse width of upper portion is less than the width of the lower section, peak and the top flange 3 of arc section
Minimum point between fore-and-aft distance h1It is the 1/18 of 5 height of web, radius 46mm for 15mm, is the phase of top flange 3
The 7/12 of adjacent side edge length, central angle are 90 °.The top transverse width h of the adding rib 62It is 33mm, is 3 phase of top flange
The 5/12 of adjacent side edge length.Top plate 1 is connected by shear connector 2 at the top of top flange 3, i.e. shear connector 2 extends to
In top plate 1, top plate 1 and top flange 3 are connected as one, the top plate 1 is horizontally disposed, and parallel with lower flange 7, top plate 1 is adopted
With cast-in-place reinforced concrete structure, length and width, the thickness of top plate 1 are respectively 4300mm, 600mm, 80mm, shear connector 2
Upper end is extended in top plate 1, and top plate 1 is fastened, and prevents its sliding.
Embodiment 17
Lower flange 7 in above-described embodiment 16 can also be replaced with the lower flange 7 of the isosceles triangular structure in embodiment 8
It changes, other components and connection relation are identical with embodiment 16.
Embodiment 18
In above-described embodiment 9~12, lower flange 7 is hollow tubular structure, and cross section is rectangle or isosceles triangle, is had
The specification and connection mode of body are identical with embodiment 4 or 8.
Other components and its connection relation are identical with being corresponded in embodiment 9~12.
Embodiment 19
In above-described embodiment 1~3, top flange 3 is rectangular tubular structure, is arranged in parallel with lower flange 7, length × wide ×
A height of 4300 × 160 × 80mm, wall thickness 4mm fill in and issue blist steel 8 in 3 blank pipe of top flange, as shown in Figure 10, filler set
At fulcrum and load(ing) point, foaming steel filling area is 1 with blank pipe area ratio:1, per segment, filling length is 400mm, additional
Strength rib 6 is extended down to 3 bottom of rectangular tube top flange, and other components and specification, connection relation are identical with corresponding embodiment.
Embodiment 20
In above-described embodiment 4, top flange 3 and lower flange 7 are rectangular tubular structure, parallel arrangement, the knot of lower flange 7
Structure is identical with top flange 3, and blist steel 8 is filled in and issued in the blank pipe of top flange 3 and lower flange 7, and as shown in figure 11, filling position is located at branch
At point and load(ing) point, foaming 8 filling area of steel and 3 blank pipe area ratio of top flange are 1 in top flange 3:8, it foams in lower flange 7
The ratio between 8 filling area of steel and 7 blank pipe sectional area of lower flange are 1:8, per segment, filling length is 400mm, and adding rib 6 is extended down to square
3 bottom of shape pipe top flange, other components and specification, connection relation are same as Example 4.
Embodiment 21
In above-described embodiment 5~18, can it be filled in the blank pipe of the top flange of blank pipe shape 3 or the lower flange of blank pipe shape 7
Foam steel 8, and filling position is located at fulcrum, and foaming steel filling area is 2 with blank pipe area ratio:3, per segment, filling length is
400mm, adding rib 6 are extended down to 3 bottom of rectangular tube top flange, can also be adjusted according to the design needs, other components and
Specification, connection relation are identical with corresponding embodiment.
In order to verify the beneficial effects of the utility model, utility model people is according to the utility model embodiment 1, embodiment 2
With in embodiment 13-structure of blank pipe flange combining beam (abbreviation test beam during experiment) put more energy into outside tested, specific real
It is as follows with result to test situation：
Test equipment：1000kN hydraulic jacks, model ZJ100 types loading jack, by Shanghai Zun Yi hydraulic machinery
Factory produces；Static resistance deformeter, model TDS-602 are produced by Japan；1000kN pressure sensors, model 9801-
L1-100T is produced by Japan；Displacement meter, the types of model YHD -100 are produced by instrucment and meter plant of Liyang city；Electromechanical dial gauge,
Model WBD types are produced by Ke Te Electronic Instruments Plants of Wenling, Zhejiang province city；Guide rod type tens(i)ometer, model YHD-10 conductivity type, by
Instrucment and meter plant of Liyang city produces；Strain ga(u)ge, model BE120-5AA, BQ120-80AA, BE-120-3CA are by Shan Xihan
Middle Air China of city industry Electrical Measuring Instrument limited company production.
First, the experiment on flexural behavior of 1 test beam of embodiment
1st, test beam design parameter
Beam test joist steel material uses Q235 steel, and structure is identical with embodiment 1, the regular reinforcement of concrete roof 1
It is I grade of reinforcing bar, nominal diameter 6mm, longitudinal steel ratio 0.94%, the horizontal ratio of reinforcement 0.94%, the concrete of concrete roof 1
Axial compressive strength is 31.1MPa, elasticity modulus is 3.05 × 104MPa.Experiment depth of beam is 500mm, length is
4300mm, two fulcrum spacing are 4000mm.
2nd, experimental rig and load step
Experiment Chang An University's bridge structure laboratory carry out, loaded using 1000kN hydraulic jacks, load by
1000kN pressure sensors measure.Using TDS-602 static resistance deformeters to test overall process strain and displacement into line number
According to acquisition.Test beam uses simple boundary, and two fulcrums are located at test beam close to the underface of the ribbed stiffener of two ends respectively,
The length travel and vertical displacement of one of fulcrum constrained test beam, the vertical position of another fulcrum constrained test beam
It moves.Test beam uses 4 loading methods, and two loading bearings, the two bearings are placed in 1 top surface of test beam concrete roof
Position on concrete roof 1 and vertical ribbed stiffener among test beam twice are corresponding.It is placed on bearing and loads distribution crossbeam, thousand
Jin top load(ing) point is located at the middle of distribution beam.Three times, maximum prefabricating load is 100kN to elder generation's pre-compression test beam, then during experiment
Continuous loading is until test beam destruction since 0kN.
3rd, result of the test and analysis
(1) destructive process and damage -form
Test beam in elastic stage, integral working is preferable, does not occur the sound, shows concrete roof 1 and rectangle
Natural adhesive property between the steel girder of the blank pipe edge of a wing is good.When load reaches 429.3kN, test beam lower flange steel start to bend
Clothes, test beam enter elastic-plastic phase, and the integral working of concrete roof and rectangle blank pipe edge of a wing steel girder is good.Work as lotus
When load reaches 502.4kN, there is the sound in test beam, and screed crushes under the load(ing) point of west side, the southern side of west side load(ing) point cross section
There is concrete transverse crack.When load reaches 573.4kN, the concrete roof of test beam west side load(ing) point cross section is horizontal
Crack penetrates through, and a plurality of vertical and inclined crack also occurs in thickness of two sides direction, and test beam reaches capacity anti-bending bearing capacity at this time, mixes
Solidifying soil top plate and rectangle blank pipe edge of a wing steel girder do not occur apparent sliding phenomenon.
(2) load and amount of deflection relation
Test beam during experiment in beam test girder span under the effect of 7 sole arrangement displacement meter test load of lower flange is vertical
Amount of deflection, displacement meter number is DF1.Load is shown in Table 1 and Figure 12 with vertical deflection relation, and load is tested by force snesor in table 1
It arrives, vertical deflection is tested to obtain by displacement meter DF1.Figure 12 depicts changing rule of the displacement meter DF1 test results with load.
1 load of table and amount of deflection relation
| Load (kN) | Amount of deflection (mm) | Load (kN) | Amount of deflection (mm) | Load (kN) | Amount of deflection (mm) | Load (kN) | Amount of deflection (mm) |
| 0 | 0 | 219.4 | 4.08 | 399.7 | 8.84 | 510.8 | 14.29 |
| 19.2 | 0.05 | 239.9 | 4.54 | 409.5 | 9.21 | 519.6 | 15.37 |
| 40.7 | 0.14 | 259.8 | 5.04 | 419.9 | 9.5 | 529.7 | 16.89 |
| 60.6 | 0.54 | 279.7 | 5.55 | 429.3 | 9.88 | 540.8 | 18.93 |
| 79.2 | 0.91 | 299.3 | 6.06 | 440.1 | 10.23 | 549.6 | 22 |
| 99.4 | 1.28 | 320.1 | 6.54 | 449.6 | 10.6 | 559.4 | 25.61 |
| 119.6 | 1.74 | 342 | 7.06 | 459.3 | 11.02 | 569.2 | 29.08 |
| 139.2 | 2.21 | 360.6 | 7.56 | 469.4 | 11.52 | 564 | 35.01 |
| 159.1 | 2.68 | 369.4 | 7.92 | 479.5 | 12.07 | 569.5 | 39.37 |
| 179.6 | 3.14 | 379.5 | 8.23 | 490 | 12.46 | 572.5 | 42.43 |
| 199.5 | 3.62 | 389.9 | 8.58 | 499.1 | 13.3 | 573.4 | 44.32 |
By table 1 and Figure 12 as it can be seen that the loading process of test beam can be divided into elastic stage, elastic-plastic phase, plastic stage.
When load is in 0kN~409.5kN, the loading process of test beam is in elastic stage, and each section of test beam is in elasticity
In the stage, integral working is shown, load is substantially in linear relation with mid-span deflection.Load in 409.5kN~550kN,
The loading process of test beam is in elastic-plastic phase, and test beam section enters plasticity, and amount of deflection development is apparent to be accelerated, test beam
Mid-span deflection increases with load in nonlinear change.For load in 550kN~573.4kN, the loading process of test beam is in modeling
Sexual stage, test beam rigidity are decreased obviously, and mid-span deflection development is very fast.When external load reaches 573.4kN, what test beam was born
External load reaches maximum.To before surrender test beam lower flange 7 since loading, test beam shows good overall work
Performance, deformation is smaller, is only 9.2mm, illustrates that test beam has very big rigidity in elastic range.Span centre when test beam destroys
Maximum defluxion is 44.32mm, illustrates that the ductility of test beam is preferable.
(3) under different load actions the longitudinal strain of test beam spaning middle section along deck-molding directional spreding rule
Longitudinal strain piece is arranged in test beam span centre section, test under different load actions longitudinal strain along deck-molding during experiment
The changing rule in direction.Using 7 bottom surface of lower flange as zero point, test beam span centre profile height for 0mm, 12mm, 32mm, 176mm,
320mm, 340mm, 380mm, 410mm, 420mm, 460mm, 500mm location arrangements strain measuring point, which are tested under load actions at different levels, to be indulged
To strain along the changing rule of deck-molding.The longitudinal strain of test beam spaning middle section is along deck-molding directional spreding rule under different load actions
2 and Figure 13 are shown in Table, load is tested to obtain by force snesor in table 2, strains and obtains (wherein answering on the occasion of to draw by strain built-in testing
Become, negative value is compressive strain).Figure 13 depicts changing rule of the foil gauge test result along deck-molding under load actions at different levels.
Distribution of the test beam longitudinal strain along deck-molding direction under the different load actions of table 2
By table 2 and Figure 13 as it can be seen that at loading initial stage, the girder steel part of test beam and each measuring point test value of concrete upper flange
It is maintained on same straight line, illustrates that the bending curvature in spaning middle section concrete roof 1 and girder steel is basically identical, section strain
Meet plane cross-section assumption.In elastic stage, the integral working of concrete roof and blank pipe edge of a wing steel girder is good, Ge Jihe
Load effect lower curve is linearly distributed substantially, and is met at a bit, and experiment neutral axis of the beam height is the bullet of 332mm, i.e. test beam
Property neutral axis does not change, demonstrates the plane cross-section assumption of test beam well, shows there is preferable elastic working performance.
(4) Relative sliding is tested
During experiment, guide rod type tens(i)ometer is arranged between test beam top flange 3 and concrete roof 1 to test upper limb
Whether Relative sliding is occurred between the rectangular steel pipe and concrete flange plate of edge 3, and test result shows close to movable hinged-support end
Generate Relative sliding, maximum 0.07mm；Fixed-hinged support end Relative sliding, maximum 0.03mm.
4th, conclusion (of pressure testing)
Beam test beam reach capacity bearing capacity 573.4kN when, occur plastic bending destroy, test beam rectangle blank pipe upper limb
It is connected between edge 3 and concrete roof 1 reliably, it being capable of overall work.
2nd, the experiment on Shearing Resistance of 2 test beam of embodiment
1st, test beam design parameter
Shear test joist steel material uses Q235 steel, and structure is same as Example 2, and the regular reinforcement of concrete roof 1 is equal
For I grade of reinforcing bar, nominal diameter 6mm, longitudinal steel ratio 0.94%, the horizontal ratio of reinforcement 0.94%, the concrete axial of concrete roof 1
Heart compression strength is 31.1MPa, elasticity modulus is 3.05 × 104MPa.Test depth of beam be 500mm, length 1800mm,
Two fulcrum spacing are 1500mm.
2nd, experimental rig and load step
Experiment Chang An University's bridge structure laboratory carry out, loaded using 1000kN hydraulic jacks, load by
1000kN pressure sensors measure, and process is the same as experiment one.
3rd, result of the test and analysis
(1) destructive process and damage -form
Since loading good entirety is showed to yielding stage the web 5 of test beam and lower flange 7, test beam
Working performance, deformation are smaller.When shear buckling occurs for web 5, top flange rectangle blank pipe 3 is not up to yield stress, and lower flange 7 is
Through reaching yield stress, do not have to find the top flange rectangle blank pipe local buckling that test beam cuts pressure area during experiment.Examination
The final failing load for testing beam is 685.3kN.
(2) test beam load and vertical deflection relation
During experiment in shear test girder span 7 sole arrangement displacement meter test load of lower flange and test beam vertical deflection
Relation, displacement meter number is DF1.The vertical deflection of the corresponding shear test beam of different loads is shown in Table 3 and Figure 14, load in table 3
It tests to obtain by force snesor, vertical deflection is tested to obtain by displacement meter DF1.Figure 14 depict displacement meter DF1 test results with
The changing rule of load.
3 load of table and amount of deflection relation
By table 3 and Figure 14 as it can be seen that rectangle blank pipe shear test beam in elastic stage, each section of test beam is in elasticity
Stage shows integral working, shearing and the linear linear relationship of mid-span deflection.In elastic-plastic phase, beam section is tested
Part is remarkably decreased into plasticity, the rigidity of test beam, and amount of deflection development is apparent to be accelerated, load-mid-span deflection curve of test beam
Nonlinear characteristic is presented.Descending branch, after the bearing capacity of test beam reaches maximum, web has occurred whole shear buckling and destroys,
The bearing capacity of test beam slowly declines.
(3) distribution of the test beam shearing strain along deck-molding direction under shearing action
In test beam, section arranges strain rosette along deck-molding direction at 1/2 deck-molding of fulcrum during experiment, tests shearings at different levels
The regularity of distribution of the down cut strain along deck-molding direction is acted on, experiment process is with experiment one, and shearing is with shearing strain along deck-molding direction
The relation of changing rule is shown in Table 4 and Figure 15, and shear value is the 1/2 of force snesor test value in table 4, and computational methods are shown in formula (1).
Q=F/2 (1)
In formula, Q shear values, F is the test value of sensor.
Shearing strain is calculated by the result that strain rosette is tested according to formula (2).
The ε of γ=245°-(ε0°+ε90°) (2)
In formula：γ is shearing strain, ε0°、ε45°、ε90°Respectively strain rosette longitudinal direction, the actual measurement strain with longitudinal direction direction at 45 °
Value.Figure 15 depicts changing rule of the shearing strain result of strain rosette test under shearing actions at different levels along deck-molding.
Distribution of the test beam shearing strain along deck-molding direction under 4 shearing action of table
By table 4 and Figure 15 as it can be seen that in each load stage, the shear strain for testing beam web 5 is cut at lower flange 7
Strain is smaller, and 5 other parts shearing strain of web is larger, each measuring point shearing strain line with the increase of external load in elastic range
Property increase.The shear strain of rectangle blank pipe top flange 3 is all smaller than the shear strain of all measuring points on web 5, rectangle blank pipe upper limb
The shear strain of edge 3 increases also with the increase of load.When web 5 is not surrendered, the shear strain of rectangle blank pipe top flange 3
Ratio with the strain of 5 average shear of web illustrates that rectangle blank pipe top flange 3 can undertake Partial Shear generally 0.5 or so.
(4) Relative sliding is tested
With test position with the experiment on flexural behavior of 1 test beam of embodiment, test result shows Relative sliding test method：
Relative sliding maximum between the rectangle blank pipe of rectangle shape blank pipe top flange 3 and concrete roof 1 at fixed-hinged support end is
1mm, movable hinged-support end Relative sliding maximum are 1.8mm.
4. conclusion (of pressure testing)
The shear buckling that the shear-carrying capacity of test beam has web 5 controls, and interior ribbed stiffener 4 improves rectangle blank pipe top flange
3 local stability.For test beam after the destruction of 5 shear buckling of web, bearing capacity is not drastically to decline suddenly, but it is slow under
Drop, it was demonstrated that web 5 has intensity after certain shearing, after causing the shearing of web 5 due to the presence of rectangle shape blank pipe top flange 3
Intensity is more fully played, and rectangle blank pipe top flange 3 assumes responsibility for the Partial Shear in section.
3rd, the experiment on flexural behavior of 13 test beam of embodiment
1st, test beam design parameter
Beam test joist steel material uses Q235 steel, and structure is identical with embodiment 13, and experiment depth of beam is 500mm, length
It is 4000mm for 4300mm, two fulcrum spacing.
2nd, experimental rig and load step
Experiment Chang An University's bridge structure laboratory carry out, loaded using 1000kN hydraulic jacks, load by
1000kN pressure sensors measure.Using TDS-602 static resistance deformeters to test overall process strain and displacement into line number
According to acquisition.Experiment process is identical with the process of above-mentioned experiment one.
3rd, result of the test and analysis
(1) destructive process and damage -form
Before being surrendered since loading to the lower flange 7 of test beam, test beam shows good integral working, deformation
It is smaller.When load reaches 424.8kN, test beam lower flange 7 starts to surrender, and mid-span deflection value is 9.38mm；Entirely tested
Apparent lateral deformation does not occur for test beam in journey, and circular blank pipe top flange and web do not occur buckling phenomenon.Bending resistance tries
When testing beam destruction, entire concrete roof 1 is run through in spaning middle section crushing of concrete, crack, and the crack of 1 bottom surface of concrete roof is clear
It is clear to hear that there is the sound at 3 position of top flange as it can be seen that when being loaded onto 260kN, show the concrete roof of test beam and the circular blank pipe wing
The natural bonding of balsh girder interface is destroyed, but interface has no apparent sliding cracking phenomena.When being loaded onto 480kN,
Occur vertical and inclined crack at the support of concrete roof, there is the larger sound in test beam, crack with load further increasing
Increase beginning constantly extension.When external load increases to 625.3kN, test beam, which reaches maximum load-carrying capacity experiment, to be stopped.
(2) test beam load and vertical deflection relation
Test beam during experiment in beam test girder span under the effect of 7 sole arrangement displacement meter test load of lower flange is vertical
Amount of deflection, displacement meter number is DF1.Load is shown in Table 5 and Figure 16 with vertical deflection relation, and load is tested by force snesor in table 5
It arrives, vertical deflection is tested to obtain by displacement meter DF1.Figure 16 depicts changing rule of the displacement meter DF1 test results with load.
By table 5 and Figure 16 as it can be seen that the loading process of test beam can be divided into three phases：Elastic stage, elastic-plastic phase, modeling
Sexual stage.Test beam is changed linearly in loading initial stage, the vertical displacement of lower flange bottom surface with load, concrete roof and blank pipe
Edge of a wing steel girder shows good integral working, and test beam is in the elastic working stage.When load reaches 424.8kN
When, test beam spaning middle section lower flange bottom surface steel start to surrender, and test beam enters elastoplasticity working stage, and section stress occurs
Redistribution, plastic region gradually from lower flange along cross section deck-molding Directional Extension, from span centre along beam length direction to both sides expanded by longitudinal direction
Exhibition, test beam rigidity are declined, and the growth of vertical displacement is gradually accelerated with the increase of load, show apparent non-linear change
Change, test beam is in elastoplasticity working stage.When increasing to 539.9kN with load, the plastic region of test beam spaning middle section into
One step extends, and spaning middle section load-deflection curves are in rising trend, and the growth rate of vertical deflection is further speeded up, test beam
Into the plastic stage, when load reaches 625.3kN, concrete roof conquassation, experiment stops.
5 load of table and amount of deflection relation
(3) under different load actions the longitudinal strain of test beam spaning middle section along deck-molding directional spreding rule
Longitudinal strain piece is arranged in test beam span centre section, test under different load actions longitudinal strain along deck-molding during experiment
The changing rule in direction.Experiment process is same as described above, and the longitudinal strain of test beam spaning middle section is along deck-molding under different load actions
Directional spreding rule is shown in Table 6 and Figure 17, and load is tested to obtain by force snesor in table 6, strains and is obtained (wherein by strain built-in testing
Positive value is stretching strain, and negative value is compressive strain).Figure 17 depicts variation of the foil gauge test result along deck-molding under load actions at different levels
Rule.
By table 6 and Figure 17 as it can be seen that at loading initial stage, the girder steel part of test beam and each measuring point test value of concrete upper flange
It is maintained on same straight line, illustrates that the bending curvature in spaning middle section concrete roof 1 and girder steel is basically identical, section strain
Meet plane cross-section assumption.In elastic stage, the integral working of concrete roof and blank pipe edge of a wing steel girder is good, Ge Jihe
Load effect lower curve is linearly distributed substantially, and is met at a bit, and experiment neutral axis of the beam height is the bullet of 335mm, i.e. test beam
Property neutral axis does not change, demonstrates the plane cross-section assumption of test beam well, shows there is preferable elastic working performance.
Distribution of the test beam longitudinal strain along deck-molding direction under the different load actions of table 6
(4) Relative sliding is tested
During experiment, guide rod type tens(i)ometer is arranged between test beam top flange 3 and concrete roof 1 to test upper limb
Whether Relative sliding is occurred between the circular blank pipe of edge 3 and concrete roof 1, and test result shows close to fixed-hinged support end
Relative sliding is generated, maximum 0.012mm, movable hinged-support end is without Relative sliding.
4th, conclusion (of pressure testing)
Beam test beam reach capacity bearing capacity 625.3kN when, occur plastic bending destroy.Test beam circle blank pipe upper limb
It is connected between edge 3 and concrete roof 1 reliably, it being capable of overall work.
Claims (7)
1. in a kind of-the blank pipe flange combining beam put more energy into outside, in top flange（3）With lower flange（7）Between be provided with web（5）,
I-shaped beams are formed, in web（5）On be vertically installed with adding rib（6）, in top flange（3）Top be provided with top plate（1）,
It is characterized in that：The top flange（3）For hollow tubular structure, interior ribbed stiffener is provided in its blank pipe（4）Or filling-foam steel
（8）, interior ribbed stiffener（4）With adding rib（6）On same cross section, top flange（3）With top plate（1）Between connected by shearing resistance
Fitting（2）Connection.
2. according to claim 1-the blank pipe flange combining beam put more energy into outside, it is characterised in that：The adding rib（6）
Epimere be connected with hypomere by arc section transition, the peak of arc section and top flange（3）Minimum point between longitudinal direction away from
From for web（5）The 1/15~1/20 of height, the arc radius of arc section is top flange（3）Adjacent side length 1/2~
2/3, central angle is 60 °~90 °.
3. according to claim 1-the blank pipe flange combining beam put more energy into outside, it is characterised in that：The top flange（3）For
Hollow tubular structure, cross section are circle.
4. according to claim 1-the blank pipe flange combining beam put more energy into outside, it is characterised in that：The top flange（3）If
For hollow tubular structure, cross section is either inverted isosceles triangle for rectangle or is inverted isosceles trapezoid, adding rib（6）Top
Transverse width is top flange（3）Adjacent side length 1/3~1/2, the base angle of isosceles triangle or isosceles trapezoid for 30 °~
60°。
5. according to claim 1 or 2 or 3 or 4-the blank pipe flange combining beam put more energy into outside, it is characterised in that：Under described
The edge of a wing（7）For hollow tubular structure, for rectangle, either isosceles triangle or isosceles trapezoid, isosceles triangle or isosceles are terraced for cross section
The base angle of shape is 30 °~60 °.
6. according to claim 5-the blank pipe flange combining beam put more energy into outside, it is characterised in that：The interior ribbed stiffener（4）
Section on be machined with through hole or corner point is processed as chamfering structure, chamfering is isosceles triangle, a length of top flange of waist（3）Or
Lower flange（7）The 1/5~1/4 of side edge length.
7. according to claim 5-the blank pipe flange combining beam put more energy into outside, it is characterised in that：The filling-foam steel
（8）It is filled in top flange（3）Or lower flange（7）Fulcrum at or stress concentration at, filling area is top flange（3）Under or
The edge of a wing（7）Blank pipe section 1/8~1.
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