CN201730045U - Steel tube concrete flange composite beam provided with concrete flange board - Google Patents
Steel tube concrete flange composite beam provided with concrete flange board Download PDFInfo
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- CN201730045U CN201730045U CN201020281080XU CN201020281080U CN201730045U CN 201730045 U CN201730045 U CN 201730045U CN 201020281080X U CN201020281080X U CN 201020281080XU CN 201020281080 U CN201020281080 U CN 201020281080U CN 201730045 U CN201730045 U CN 201730045U
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Abstract
The utility model discloses a steel tube concrete flange composite beam provided with a concrete flange board. A web is arranged along the length direction of a lower flange board; the front surface and the back surface of the web are provided with stiffening ribs; the upper end of the web is provided with an upper steel tube concrete flange formed by casting dense concrete in the steel tube; and an upper concrete flange board is arranged on the upper end of the upper rectangle steel tube concrete flange. The steel tube of the upper rectangle steel tube concrete flange is a rectangle steel tube and the cross section thereof is of a regular ring shape. The shape of the web of the steel tube concrete flange composite beam provided with the concrete flange board is trapezoidal wave shape or sine wave shape or plane shape. The steel tube concrete flange composite beam provided with the concrete flange board can replace traditional hot rolling joist steel and H steam composite beams and can weld joist steel girder composite beams. The steel tube concrete flange composite beam provided with the concrete flange board has the advantages of convenient construction, light dead weight, large bearing force, big torsion rigidity, good stretchability, etc. Meanwhile, the utility model is a composite structure which can more play the advantages of two materials including structural steel and high performance concrete, and has very good application prospect in bridge and structure engineering.
Description
Technical field
The utility model belongs to steel bridge and steel-concrete combined structure technical field, is specifically related to the concrete filled steel tube flange combining beam with concrete flange plate.
Background technology
The tradition steel-concrete combined structure can be divided into two big classes by its loading characteristic, comprises based on the steel-concrete composite beam that is subjected to bend with based on the encased structures of pressurized.Steel-concrete composite beam typically refer to will the band steel plate edge of a wing common girder steel and concrete slab combination, be connected to the flexural member of integral body between the two by shear connector, compound beam have building height little, from advantages such as heavy and light, bearing capacity height, rigidity are big.But there are the following problems for common Steel-Concrete Composite Sections: first, local buckling can appear during the wing plate pressurized of hot rolling i iron, H shaped steel and welding i section steel beam, for avoiding pressurized wing plate local buckling, it is stressed to take construction measure to improve wing plate, so often causes complex structure, construction inconvenience; The second, traditional steel-concrete composite beam is not fully exerted in order to make the bottom flange strength of materials, and the distance that must will go up the bottom flange widens, and the too high stable problem of web that will make of web becomes very outstanding.When if the stable problem of web and compression flange becomes the principal element of control design, can make design become uneconomical.
Concrete filled steel tube is a kind of combining structure form that fill concrete forms in steel pipe, and because of it has the good pressure resistance energy, at stake, the post of building structure, fields such as the arch rib of bridge construction, bridge pier have obtained extensive use.The cuff effect of concrete filled steel tube by steel pipe makes concrete be in the three dimension stress state to improve structural bearing capacity, utilize concrete filled to strengthen the local stability of steel pipe walls simultaneously, but the bending resistance efficient that single pipe cuts section bar is lower.
In patent of getting permission and having accepted and domestic and foreign literature, also do not find at present the top flange steel plate of steel-concrete composite beam example with the concrete filled steel tube replacement.Research and discussion replace the dull and stereotyped steel edge of a wing of traditional hot rolling i iron, H shaped steel and welding H-bar compound beam with concrete filled steel tube, form the concrete filled steel tube flange combining beam of band concrete flange plate, and then be applied to steel bridge and steel-concrete combined structure technical field, be those skilled in the art's goal in research.
Summary of the invention
Technical problem to be solved in the utility model is to overcome the shortcoming of above-mentioned steel-concrete composite beam and concrete filled steel tube, provides that a kind of rational in infrastructure, simple structure, stress performance are superior, the concrete filled steel tube flange combining beam of the band concrete flange plate of easy construction.
Solving the problems of the technologies described above the technical scheme that is adopted is: the length direction at lower wing plate is provided with web, the front and rear surfaces of web is provided with stiffening rib, be provided with the concrete filled steel tube top flange that the cast self-compacting concrete constitutes in the steel pipe in the upper end of web, be provided with the concrete upper flange in upper end, concrete-filled rectangular steel tube top flange.The steel pipe of concrete-filled rectangular steel tube of the present utility model top flange is a rectangular steel pipe, and cross section is a rectangular ring.Web of the present utility model be shaped as ladder twists and turns or sinusoidal waveform or planar shaped.
The horizontal section of ladder twists and turns web of the present utility model is the ladder twists and turns curve that the trapezoid and the trapezoidal head and the tail that fall are connected as a single entity.
Trapezoid of the present utility model is positive isosceles trapezoid, falls trapezoidal for falling isosceles trapezoid.
The upper base of positive isosceles trapezoid of the present utility model is 1: 2～4 with the ratio of going to the bottom, and the angle α on hypotenuse and base is 30 °～45 °, and the isosceles trapezoid of falling is opposite with the geometry equidirectional of positive isosceles trapezoid, wave height H
1Value is 3/10～3/5 of a lower wing plate width.
The cross section of sinusoidal waveform web of the present utility model is a sinusoidal waveform profile, and the equation of sinusoidal waveform profile is:
y＝(H
2/2)sin(2πx/L
2)
In the formula: H
2Be wave height, L
2Be wavelength, y, x are the coordinate figure of sinusoidal waveform profile calculation level.
Wave height H of the present utility model
2Value is 3/10～3/5 of lower wing plate 3 width, and wavelength is 180mm～2400mm.
The length of lower wing plate of the present utility model is that 1200mm～60000mm, width are that 100mm～700mm, thickness are 10mm～50mm.The thickness of web is 3mm～16mm, highly for 200mm～2500mm.The thickness of stiffening rib is 4mm～16mm.The outer wide of the rectangular steel pipe of concrete-filled rectangular steel tube top flange is 100mm～700mm, outer high for 60mm～200mm, thickness of pipe wall are 3mm～16mm, and it is wider than outer height at home and abroad.The length of concrete upper flange is 1200mm～60000mm, wide for 500mm～2500mm, thickness are 60mm～250mm, wherein grows up in wide.
The utility model replaces the dull and stereotyped steel top flange of conventional composite beam with rectangular steel pipe, and at steel duct filling high performance flowing concrete, make the girder steel part of compound beam also become compound beam, significantly improve the torsional stiffness of compound beam, reduced the quantity of interim supporting member in crossbeam quantity and the work progress; Avoid in the work progress girder steel to be subjected to the locating back edge of a wing that cripling takes place, guaranteed the construction safety of structure, simplified construction technology.When the related structural limits bearing capacity of evidence this patent begins to surrender for the bottom flange steel plate 1.47 times of the load of structure correspondence, cripling did not appear in the web of structure when the bottom flange steel plate began to surrender, and flexural bending takes place when test beam reaches capacity bearing capacity destroy.Studies show that the simply supported beam of same design standard adopts the concrete filled steel tube flange combining beam of band concrete flange plate light by 10% from the anharmonic ratio conventional composite beam.The utlity model has easy construction, from heavy and light, bearing capacity is big, torsional stiffness is big, ductility is good characteristics, also be a kind of novel combining structure that more can give full play to structural iron and two kinds of material advantages of high performance concrete simultaneously, in bridge and Structural Engineering, have good application prospects.
Description of drawings
Fig. 1 is the front view of the utility model embodiment 1.
Fig. 2 is the left view of Fig. 1.
Fig. 3 is the A-A sectional view of Fig. 1.
Fig. 4 is the front view of the utility model embodiment 5.
Fig. 5 is the left view of Fig. 4.
Fig. 6 is the B-B sectional view of Fig. 4.
Fig. 7 is the structural representation of sinusoidal waveform web 2.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is described in further detail, but the utility model is not limited to these embodiment.
In Fig. 1, Fig. 2, Fig. 3, the concrete filled steel tube flange combining beam of the band concrete flange plate of present embodiment is connected and composed by concrete-filled rectangular steel tube top flange 1, web 2, lower wing plate 3, stiffening rib 4, concrete upper flange 5, peg 6.
The lower wing plate 3 of present embodiment is that the long 4332mm of being, width are that 200mm, thickness are the rectangular steel plates of 14mm, being welded with thickness at lower wing plate 3 length directions is 4mm, highly is the web 2 of 4332mm for 306mm, length, web 2 is vertical with lower wing plate 3, the web 2 of present embodiment be shaped as the ladder twists and turns structure, the horizontal section is the ladder twists and turns curve that the positive isosceles trapezoid and the isosceles trapezoid of falling are connected as a single entity from beginning to end, positive isosceles trapezoid upper base is 1: 2.6 with the ratio of going to the bottom, and the angle α on hypotenuse and base is 37 ° of (wave height H
1Be 96mm, wavelength L
1Be 576mm).On the front and rear surfaces of web 2, be welded with stiffening rib 4, stiffening rib 4 is vertical, vertical with web 2 with lower wing plate 3, the width of stiffening rib 4 is that 58mm, thickness are 12mm, spacing with reference to " Code for design of steel structures " (GB50017--2003) or " highway bridge and culvert steel work and Code for design of timber structures " (JTJ 025-86) design.Be welded to connect concrete-filled rectangular steel tube top flange 1 in the upper end of web 2, concrete-filled rectangular steel tube top flange 1 is to be respectively by wide, outer height, thickness of pipe wall outside that the cast self-compacting concrete constitutes in the rectangular steel pipe of 160mm, 80mm, 4mm, the cross section of rectangular steel pipe is the rectangle circulus, and the raw material mass ratio of self-compacting concrete is as follows:
In every cubic meter of concrete, the mass ratio of cement and flyash, sand, rubble, water is 360: 90: 651: 1050: 227.75, the water reducing agent model of adding is HSP-GX, produce by Hengsheng, Shaanxi Admixture Co., Ltd, the incorporation of water reducing agent be cement and flyash quality and 0.85%.
End face in concrete-filled rectangular steel tube top flange 1 is fixedly connected with concrete upper flange 5 with peg 6, concrete upper flange 5 is a reinforced concrete structure, the length and width of concrete upper flange 5, thickness are respectively 4332mm, 600mm, 80mm, and concrete upper flange 5 can be prefabricated, but also cast in situs.During precast concrete upper flange 5, the lower end of peg 6 is connected with the end face of concrete-filled rectangular steel tube top flange 1 by welding, reserve connecting hole on the concrete upper flange 5, concrete upper flange 5 is placed on the end face of concrete-filled rectangular steel tube top flange 1, then fluid concrete in preformed hole.When adopting the concrete filled steel tube flange combining beam formation structural entity of a plurality of band concrete flange plates, the horizontal connection that necessity need be set is.
The lower wing plate 3 of present embodiment is that the long 1452mm of being, width are that 200mm, thickness are the rectangular steel plates of 14mm, being welded with thickness at lower wing plate 3 length directions is 4mm, highly is the web 2 of 1452mm for 306mm, length, web 2 is vertical with lower wing plate 3, the web 2 of present embodiment be shaped as the ladder twists and turns structure, the horizontal section is the ladder twists and turns curve that the positive isosceles trapezoid and the isosceles trapezoid of falling are connected as a single entity from beginning to end, the upper base of positive isosceles trapezoid is 1: 2.6 with the ratio of going to the bottom, and the angle α on hypotenuse and base is 37 ° of (wave height H
1Be 96mm, wavelength L
1Be 576mm).On the front and rear surfaces of web 2, be welded with stiffening rib 4, stiffening rib 4 is vertical, vertical with web 2 with lower wing plate 3, the width of stiffening rib 4 is that 58mm, thickness are 12mm, spacing with reference to " Code for design of steel structures " (GB50017--2003) or " highway bridge and culvert steel work and Code for design of timber structures " (JTJ 025-86) design.Be welded to connect concrete-filled rectangular steel tube top flange 1 in the upper end of web 2, concrete-filled rectangular steel tube top flange 1 is to be respectively by wide, outer height, thickness of pipe wall outside that the cast self-compacting concrete constitutes in the rectangular steel pipe of 160mm, 80mm, 4mm, and the cross section of rectangular steel pipe is the rectangle circulus.The concrete upper flange 5 that 1 top, concrete-filled rectangular steel tube top flange connects is armored concrete slabs that length and width, thickness are respectively 1452mm, 600mm, 80mm.The annexation of other parts and parts is identical with embodiment 1.
The lower wing plate 3 of present embodiment is that the long 1200mm of being, width are that 100mm, thickness are the rectangular steel plates of 10mm, being welded with thickness at lower wing plate 3 length directions is 3mm, highly is the web 2 of 1200mm for 200mm, length, web 2 is vertical with lower wing plate 3, the web 2 of present embodiment be shaped as the ladder twists and turns structure, the horizontal section is the ladder twists and turns curve that the positive isosceles trapezoid and the isosceles trapezoid of falling are connected as a single entity from beginning to end, the upper base of positive isosceles trapezoid is 1: 4 with the ratio of going to the bottom, and the angle α on hypotenuse and base is 30 ° of (wave height H
1Be 30mm, wavelength L
1Be 173.2mm).The thickness of stiffening rib 4 is 4mm.The upper end of web 2 has been welded to connect concrete-filled rectangular steel tube top flange 1, concrete-filled rectangular steel tube top flange 1 is to be respectively by wide, outer height, thickness of pipe wall outside that the cast self-compacting concrete constitutes in the rectangular steel pipe of 100mm, 60mm, 3mm, the cross section of rectangular steel pipe is the rectangle circulus, and the raw material of self-compacting concrete and mass ratio thereof are identical with embodiment 1.The concrete upper flange 5 that 1 top, concrete-filled rectangular steel tube top flange connects is armored concrete slabs that length and width, thickness are respectively 1200mm, 500mm, 60mm.The annexation of other parts and parts is identical with embodiment 1.
The lower wing plate 3 of present embodiment is that the long 60000mm of being, width are that 700mm, thickness are the rectangular steel plates of 50mm, being welded with thickness at lower wing plate 3 length directions is 16mm, highly is the web 2 of 60000mm for 2500mm, length, web 2 is vertical with lower wing plate 3, the web 2 of present embodiment be shaped as the ladder twists and turns structure, the horizontal section is the ladder twists and turns curve that the positive isosceles trapezoid and the isosceles trapezoid of falling are connected as a single entity from beginning to end, the upper base of positive isosceles trapezoid is 1: 2 with the ratio of going to the bottom, and the angle α on hypotenuse and base is 45 ° of (wave height H
1Be 420mm, wavelength L
1Be 2520mm).The thickness of stiffening rib 4 is 16mm.The upper end of web 2 has been welded to connect concrete-filled rectangular steel tube top flange 1, concrete-filled rectangular steel tube top flange 1 is to be respectively by wide, outer height, thickness of pipe wall outside that the cast self-compacting concrete constitutes in the rectangular steel pipe of 700mm, 200mm, 16mm, the cross section of rectangular steel pipe is the rectangle circulus, and the raw material of self-compacting concrete and mass ratio thereof are identical with embodiment 1.The upper flange 5 that 1 top, concrete-filled rectangular steel tube top flange connects is armored concrete slabs that length and width, thickness are respectively 60000mm, 2500mm, 250mm.The annexation of other parts and parts is identical with embodiment 1.
Present embodiment changes the shape of above embodiment 1 median ventral plate 2 into the plane slab structure, and Fig. 4, Fig. 5 have provided the front view and the left view of present embodiment respectively, and Fig. 6 has provided the horizontal section structural representation of flat web 2.Web 2 is the slabbed construction of thickness 4mm, height 306mm, length 4332mm.The raw material and the mass ratio thereof of the self-compacting concrete of cast are identical with embodiment 1 in the steel pipe of concrete-filled rectangular steel tube top flange 1.The annexation of other parts and parts is identical with embodiment 1.
Present embodiment changes the shape of above embodiment 2 median ventral plates 2 into the plane slab structure, and Fig. 6 has provided the horizontal section structural representation of flat web 2.Web 2 is the slabbed construction of thickness 4mm, height 306mm, length 1452mm.The raw material and the mass ratio thereof of the self-compacting concrete of cast are identical with embodiment 1 in the steel pipe of concrete-filled rectangular steel tube top flange 1.The annexation of other parts and parts is identical with embodiment 2.
Embodiment 7
Present embodiment changes the shape of above embodiment 3,4 median ventral plates 2 into the plane slab structure, and Fig. 6 has provided the horizontal section structural representation of flat web 2.The raw material and the mass ratio thereof of the self-compacting concrete of cast are identical with embodiment 1 in the steel pipe of concrete-filled rectangular steel tube top flange 1.The annexation of other parts and parts is identical with respective embodiments.
Embodiment 8
Present embodiment changes the shape of embodiment 1 median ventral plate 2 into sinusoidal wave structure, and Fig. 7 has provided the structural representation of sinusoidal waveform web 2.The horizontal section of web 2 is a sinusoidal waveform profile, and the equation of sinusoidal waveform profile is:
y＝(H
2/2)sin(2πx/L
2)
In the formula: H
2Be wave height, value is 96mm; L
2Be wavelength, value is 576mm; Y, x are the coordinate figure of sinusoidal waveform profile calculation level, and the coordinate-system of sinusoidal waveform profile as shown in Figure 7.The steel pipe of concrete-filled rectangular steel tube top flange 1 is a rectangular steel pipe, and cross section is the rectangle circulus, and the raw material and the quality proportioning thereof of the self-compacting concrete of cast are identical with embodiment 1 in the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1.The geometry of other parts, parts and the annexation of parts are identical with embodiment 1.
Embodiment 9
Present embodiment changes the shape of above embodiment 3 median ventral plates 2 into sinusoidal wave structure, and Fig. 7 has provided the structural representation of sinusoidal waveform web 2, and the horizontal section of web 2 is a sinusoidal waveform profile, and the equation of sinusoidal waveform profile is:
y＝(H
2/2)sin(2πx/L
2)
In the formula: H
2Be wave height, value is 30mm; L
2Be wavelength, value is 180mm; Y, x are the coordinate figure of sinusoidal waveform profile calculation level, and the coordinate-system of sinusoidal waveform profile as shown in Figure 7.The steel pipe of concrete-filled rectangular steel tube top flange 1 is a rectangular steel pipe, and cross section is the rectangle circulus, and the raw material and the quality proportioning thereof of the self-compacting concrete of cast are identical with embodiment 1 in the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1.The geometry of other parts, parts and the annexation of parts are identical with embodiment 3.
Embodiment 10
Present embodiment changes the shape of above embodiment 4 median ventral plates 2 into sinusoidal wave structure, and Fig. 7 has provided the structural representation of sinusoidal waveform web 2.The geometry of lower wing plate 3 is identical with embodiment 4 in the present embodiment, and the horizontal section of web 2 is a sinusoidal waveform profile, and the equation of sinusoidal waveform profile is:
y＝(H
2/2)sin(2πx/L
2)
In the formula: H
2Be wave height, value is 420mm; L
2Be wavelength, value is 2400mm; Y, x are the coordinate figure of sinusoidal waveform profile calculation level, and the coordinate-system of sinusoidal waveform profile as shown in Figure 7.The steel pipe of concrete-filled rectangular steel tube top flange 1 is a rectangular steel pipe, and cross section is the rectangle circulus, and the raw material and the quality proportioning thereof of the self-compacting concrete of cast are identical with embodiment 1 in the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1.The geometry of other parts, parts and the annexation of parts are identical with embodiment 4.
Claims (7)
1. concrete filled steel tube flange combining beam with concrete flange plate, length direction at lower wing plate (3) is provided with web (2), the front and rear surfaces of web (2) is provided with stiffening rib (4), be provided with the concrete filled steel tube top flange that the cast self-compacting concrete constitutes in the steel pipe in the upper end of web (2), it is characterized in that: be provided with concrete upper flange (5) in concrete-filled rectangular steel tube top flange (1) upper end; The steel pipe of said concrete-filled rectangular steel tube top flange (1) is a rectangular steel pipe, and cross section is a rectangular ring; Said web (2) be shaped as ladder twists and turns or sinusoidal waveform or planar shaped.
2. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 1, it is characterized in that: the horizontal section of said ladder twists and turns web (2) is the ladder twists and turns curve that the trapezoid and the trapezoidal head and the tail that fall are connected as a single entity.
3. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 2, it is characterized in that: said trapezoid is positive isosceles trapezoid, falls trapezoidal for falling isosceles trapezoid.
4. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 3, it is characterized in that: the upper base of said positive isosceles trapezoid is 1: 2～4 with the ratio of going to the bottom, the angle α on hypotenuse and base is 30 °～45 °, the isosceles trapezoid of falling is opposite with the geometry equidirectional of positive isosceles trapezoid, wave height H
1Value is 3/10～3/5 of lower wing plate (a 3) width.
5. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 1, it is characterized in that: the cross section of said sinusoidal waveform web (2) is a sinusoidal waveform profile, and the equation of sinusoidal waveform profile is:
y＝(H
2/2)sin(2πx/L
2)
In the formula: H
2Be wave height, L
2Be wavelength, y, x are the coordinate figure of sinusoidal waveform profile calculation level.
6. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 5, it is characterized in that: said wave height H
2Value is 3/10～3/5 of lower wing plate (a 3) width, and wavelength is 180mm～2400mm.
7. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 1, it is characterized in that: the length of said lower wing plate (3) is that 1200mm～60000mm, width are that 100mm～700mm, thickness are 10mm～50mm, and the thickness of web (2) is 3mm～16mm, highly for 200mm～2500mm; The thickness of stiffening rib (4) is 4mm～16mm; The outer wide of the rectangular steel pipe of concrete-filled rectangular steel tube top flange (1) is 100mm～700mm, outer high for 60mm～200mm, thickness of pipe wall are 3mm～16mm, and it is wider than outer height at home and abroad; The length of concrete upper flange (5) is 1200mm～60000mm, wide for 500mm～2500mm, thickness are 60mm～250mm, wherein grows up in wide.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201020281080XU CN201730045U (en) | 2010-08-02 | 2010-08-02 | Steel tube concrete flange composite beam provided with concrete flange board |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201020281080XU CN201730045U (en) | 2010-08-02 | 2010-08-02 | Steel tube concrete flange composite beam provided with concrete flange board |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201730045U true CN201730045U (en) | 2011-02-02 |
Family
ID=43521202
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201020281080XU Expired - Fee Related CN201730045U (en) | 2010-08-02 | 2010-08-02 | Steel tube concrete flange composite beam provided with concrete flange board |
Country Status (1)
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| CN (1) | CN201730045U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101892626A (en) * | 2010-08-02 | 2010-11-24 | 长安大学 | Steel pipe concrete flange combining beam with concrete fender |
| CN102191745A (en) * | 2011-04-02 | 2011-09-21 | 中国神华能源股份有限公司 | Bridge |
| CN102425112A (en) * | 2011-09-30 | 2012-04-25 | 李勇 | Manufacture method for prestress steel-concrete combined bridge |
-
2010
- 2010-08-02 CN CN201020281080XU patent/CN201730045U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101892626A (en) * | 2010-08-02 | 2010-11-24 | 长安大学 | Steel pipe concrete flange combining beam with concrete fender |
| CN102191745A (en) * | 2011-04-02 | 2011-09-21 | 中国神华能源股份有限公司 | Bridge |
| CN102191745B (en) * | 2011-04-02 | 2013-06-12 | 中国神华能源股份有限公司 | Bridge |
| CN102425112A (en) * | 2011-09-30 | 2012-04-25 | 李勇 | Manufacture method for prestress steel-concrete combined bridge |
| CN102425112B (en) * | 2011-09-30 | 2013-08-28 | 李勇 | Manufacture method for prestress steel-concrete combined bridge |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20110202 Termination date: 20130802 |