CN217869917U - Pi-shaped rod piece steel truss-concrete composite beam double-layer bridge - Google Patents
Pi-shaped rod piece steel truss-concrete composite beam double-layer bridge Download PDFInfo
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- CN217869917U CN217869917U CN202221853449.9U CN202221853449U CN217869917U CN 217869917 U CN217869917 U CN 217869917U CN 202221853449 U CN202221853449 U CN 202221853449U CN 217869917 U CN217869917 U CN 217869917U
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 144
- 239000010959 steel Substances 0.000 title claims abstract description 144
- 239000002131 composite material Substances 0.000 title claims abstract description 25
- 239000004567 concrete Substances 0.000 title claims abstract description 21
- 239000011374 ultra-high-performance concrete Substances 0.000 claims abstract description 30
- 238000011065 in-situ storage Methods 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000012761 high-performance material Substances 0.000 abstract 1
- 238000010276 construction Methods 0.000 description 10
- 230000005540 biological transmission Effects 0.000 description 3
- 238000012423 maintenance Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000005336 cracking Methods 0.000 description 2
- 230000007849 functional defect Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 238000005192 partition Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
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- 230000013011 mating Effects 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
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Abstract
The utility model relates to the technical field of double-layer bridges, in particular to a pi-shaped rod steel truss-concrete composite beam double-layer bridge; the problem of double-deck bridge existence has been solved. The bridge comprises a pi-shaped member truss group, upper and lower steel cross beams, a middle web member, a shear nail group, an upper layer orthotropic UHPC bridge deck and a lower layer orthotropic steel combined bridge deck, wherein the pi-shaped member truss group is formed by connecting main truss web members with pi-shaped upper and lower chords of a main truss through gusset plates and connecting truss sheets to form a truss group; the truss groups are connected through upper and lower layers of steel beams, and the upper and lower layers of beams are connected through a middle web rod. The steel truss composite beam double-layer bridge adopts a form of combining a steel structure and a UHPC high-performance material in a strong mode, has a light and attractive structure, is excellent in anti-seismic performance, has outstanding economy, is convenient to design and construct, is a reasonable double-layer bridge design structure, and has wide application prospects.
Description
Technical Field
The utility model relates to a double-deck bridge technical field specifically is a pi type pole piece steel purlin-concrete composite beam double-deck bridge.
Background
The double-layer bridge can realize the collinear crossing function of the upper layer highway and the lower layer highway, the railway and the urban rail on the premise of not increasing the floor area and the number of piers, and is an ideal scheme for solving the problems of collinear crossing and road crossing. The pi-shaped rod steel truss-concrete combined beam bridge is an optimal structural form of a double-layer bridge, the upper-layer highway vehicle running and the lower-layer highway vehicle running and the railway or urban rail traffic can be effectively separated by effectively utilizing the internal space of the bridge, the bridge area can be greatly saved, the occupied area is reduced, and the function of space reconstruction is realized.
The double-layer bridge generally needs to be connected with the overpass ramp bridge within the range of the main bridge, the self-anchored suspension bridge is limited by the space of the main cable, the connection between the main bridge and the ramp bridge cannot be realized, and the double-layer bridge has functional defects and is not suitable for adoption. The cable-stayed bridge can solve the problem of connection with the interchange ramp bridge within the range of the main bridge by arranging a longer ropeless area, and the main beam adopts a steel truss beam form according to the arrangement idea of the double-layer bridge, but the overall cost is high and the economical efficiency is poor. Conventional variable cross section prestressed concrete continuous beam bridge and corrugated web concrete continuous beam have better economic nature, nevertheless receive the owner's roof beam form restriction, can't arrange according to double-deck space collineation, have functional defect, and the application view effect is relatively poor in the bridge simultaneously, is unsuitable to adopt.
Traditional double-deck bridge adopts the steel sheet purlin combination beam form more, the triangle-shaped truss, box cross-section member, upper and lower bridge floor is orthotropic steel decking, traditional double-deck steel purlin dead weight is too big, economic indicator is higher, weldment work is big, the too much and concentration of welding seam, the fatigue strength influence after welding residual stress reaches the bridge to the accurate connection of structure is big, be unfavorable for later stage maintenance and maintenance, the gusset plate size is too big simultaneously, influence the space permeability of longeron bridge. The upper chord and the lower chord have larger fatigue stress, which is often a fatigue problem to control the size of the chord; the orthotropic steel bridge deck and the bridge deck pavement layer bear live load together, the steel bridge deck is easy to generate fatigue cracking, and the pavement layer is very easy to damage.
SUMMERY OF THE UTILITY MODEL
The utility model provides a double-deck bridge of pi type rod piece steel purlin-concrete composite beam has effectively solved the problem that double-deck bridge exists. The double-layer combined beam bridge scheme capable of guaranteeing the integral work of the steel truss girder and the UHPC bridge deck slab is adopted, the strength, the rigidity and the stability of the structure are improved, the anti-seismic performance is superior, the economical efficiency is outstanding, the design and the construction are convenient, the double-layer bridge is reasonable in design structure, and the double-layer bridge has wide application prospect.
In order to achieve the above object, the utility model discloses a technical scheme specifically as follows:
a pi-shaped member steel truss-concrete composite beam double-layer bridge comprises a pi-shaped member truss group, wherein the pi-shaped member truss group is formed by connecting a main truss web 3 with a main truss upper chord 1 and a main truss lower chord 2 through a gusset plate, and connecting trusses on the main truss upper chord 1 and the main truss lower chord 2 to form the pi-shaped member truss group;
the upper chord 1 of the main truss girder is connected with an upper steel crossbeam 5;
the lower chord 2 of the main truss girder is connected with a lower layer steel crossbeam 6;
an inter-beam middle web rod 4 is fixed between the upper-layer steel beam 5 and the lower-layer steel beam 6;
an orthotropic UHPC bridge deck plate 9 is fixed on the upper chord member 1 of the main truss girder of the Pi-shaped member truss group and the upper layer steel cross beam 5 through a shear nail group 11;
the lower layer steel beam 6 is connected with an orthotropic steel combined bridge deck 10;
the main truss girder upper chord 1 is of a pi-shaped structure consisting of an upper chord steel top plate 12 and four upper chord webs 13;
the main truss girder lower chord 2 is of a pi-shaped structure formed by a lower chord steel bottom plate 14 and four lower chord web plates 15.
The web member 3 of the main truss girder and the web member 4 between the cross beams adopt a Wallon structure.
The distance between every two of the four upper chord webs 13 is equal to the section height of the main truss web 3.
The distance between every two of the four lower chord webs 15 is equal to the section height of the main truss web 3.
The upper layer steel beam 5 and the lower layer steel beam 6 adopt box-shaped or I-shaped cross sections, and the heights of the upper layer steel beam 5 and the lower layer steel beam 6 are respectively the same as those of the upper chord web 13 and the lower chord web 15.
The upper-layer steel cross beam 5 is provided with 3-4 upper-layer cross beam small longitudinal beams 7, the lower-layer steel cross beam 6 is provided with 3-4 lower-layer cross beam small longitudinal beams 8, the upper-layer cross beam small longitudinal beams 7 and the lower-layer cross beam small longitudinal beams 8 are all box-shaped or I-shaped in cross section, and the top surfaces of the upper-layer cross beam small longitudinal beams 7 and the lower-layer cross beam small longitudinal beams 8 are flush with the top surfaces of the upper-layer steel cross beam 5 and the lower-layer steel cross beam 6 respectively.
The orthotropic UHPC bridge deck 9 is an upper deck structure and is formed by criss-cross arrangement of equal-thickness panels, longitudinal girders, small longitudinal ribs, transverse ribs and the like, and the steel trussed beams are connected through shear nail groups 11.
The orthotropic steel combined bridge deck 10 is of a lower-layer bridge deck structure, consists of a steel top plate, U-shaped closed ribs, transverse partition plates and UHPC cast-in-place layers, and is connected with the lower cross beam 6 in a welding mode.
The thickness of the UHPC cast-in-situ layer of the orthotropic steel combination bridge deck slab 10 is 4-6cm, the UHPC cast-in-situ layer and the steel roof slab are connected through small-specification shear nails, and a reinforcing mesh is laid in the cast-in-situ layer.
The beneficial effects of the utility model are that: 1. the utility model discloses a double-deck hualun formula truss-like system, including steel truss girder, upper and lower floor steel crossbeam, upper strata orthotropic UHPC decking and lower floor orthotropic steel combination decking. The utility model discloses a board purlin combines the atress system, and the structure atress is clear and definite, and the upper lane is wide, adopts reinforced concrete combination decking, and the lower lane is narrow, adopts steel combination decking, and the common atress of steel main purlin and lower floor steel crossbeam forms stable space atress structure.
2. The utility model has the characteristics of pi type pole piece purlin piece group has the biography power route clear, and the design is nimble etc, and the chord member size is according to the atress, the width and the thickness of multiplicable steel roof plate and steel bottom plate, and the web member has multiple structural style such as I shaped steel, welding I-steel, welding box structure to select between main truss web member and crossbeam, has increased the cross-section rate of utilization, satisfies different spans, the demand of different atress positions.
3. The utility model discloses main longeron upper chord member, main longeron lower chord member adopt pi type cross-section, belong to opening type cross-section, but the maintenance can check up, can maintain, have characteristics such as long-life, durability.
4. The utility model discloses pi type pole piece purlin piece group cross-section size is less, can guarantee structural quality in transit, can adopt construction methods such as top pushing, hoist and mount, richenes construction method, utilizes box structure purlin piece group to lay interim work platform in the installation, and subsequent construction of being convenient for improves economic benefits.
5. The utility model discloses layered structure about the steel crossbeam adopts, and the vertical load is jointly born with orthotropic UHPC decking to upper crossbeam, gives main purlin structure with the load transmission through main purlin upper chord, and vertical load is jointly born with orthotropic steel combination decking to lower floor's crossbeam, gives main purlin structure with the load transmission through main purlin lower chord. The upper and lower layers of cross beams are stressed clearly, the torsion resistance of the whole structure is improved, and meanwhile, the left and right side truss groups are stressed uniformly.
6. The upper layer steel beam and the lower layer steel beam are connected through a middle web rod between the beams, the middle web rod reduces the span of the upper layer beam and the lower layer beam, the stress amplitude of the beams can be reduced, and the rigidity of the beams is improved.
7. The small longitudinal beam of the beam is arranged between the upper steel beams, so that prefabricated bridge deck blocks are added, the hoisting of the bridge deck is reduced, and the stability of the steel beams is improved.
8. The small longitudinal beam of the cross beam is arranged between the lower steel cross beams to form a complete orthotropic steel bridge deck, so that the strength and rigidity of the steel bridge deck are improved, and the stability of the steel cross beams is improved.
9. The utility model discloses a set up the shear force nail crowd at main purlin node, crossbeam and minor longitudinal beam juncture node, connect steel longeron and orthotropic UHPC decking, the decking, pave the dead load such as guardrail and vehicle load and pass through the shear force nail crowd and transmit the girder steel, the transmission of upper portion load uses the axial force as the main, reduces the influence of factors such as additional moment of flexure to main purlin, crossbeam internal force, save material.
10. The utility model discloses pi type pole piece purlin piece group, upper steel crossbeam, lower floor's steel crossbeam, well web member, little longeron are the steel construction, and the steel stable performance guarantees the security of structure easily. The connection between the structures can adopt welding or bolting, and the processing and the construction are convenient.
11. The utility model discloses upper strata orthotropic UHPC decking, prefabricated decking span is big, can be according to the vertical and horizontal panel of the not unidimensional of internode distance design. The orthotropic UHPC bridge deck has light structure and high strength, obviously reduces the dead weight of the structure, can effectively reduce the section sizes of the main truss and the rod piece, and has better economic indexes under the condition of high-earthquake areas. Meanwhile, the bridge deck is short in manufacturing age, small in later-period shrinkage and creep, good in quality, capable of being manufactured in an industrial mode, reducing the workload of later-period template installation and simplifying the construction process. The steel truss and the orthotropic UHPC bridge deck slab are combined, so that the two material properties can be fully exerted, the bearing capacity of the steel truss composite beam is improved, and compared with the common concrete-steel truss composite beam, the composite beam has wider application prospect and is a high-performance structure with the comprehensive advantages of full service life.
12. The utility model discloses lower floor's orthotropic steel combination decking has improved decking local rigidity, can show the atress performance who improves orthotropic steel decking, has reduced orthotropic steel decking's fatigue cracking risk simultaneously, avoids the disease problem of pitch mating formation.
Drawings
Fig. 1 is a schematic cross-sectional view of the utility model;
fig. 2 is a schematic structural elevation view of the utility model;
fig. 3 is a schematic plan view of the main girder structure of the utility model;
fig. 4 is a schematic plan view of the lower side of the main girder structure of the utility model;
FIG. 5 is a cross-sectional view of the upper chord of the main girder of the present invention;
figure 6 the utility model discloses main longeron lower chord cross section drawing.
Shown in the figure: 1. a main truss upper chord; 2. a main truss girder lower chord; 3. a main truss web member; 4. a middle web bar between the crossbeams; 5. an upper steel beam; 6. a lower layer steel beam; 7. the upper layer beam is a small longitudinal beam; 8. a lower layer beam small longitudinal beam; 9. orthotropic UHPC bridge deck; 10. orthotropic steel composite bridge deck slab; 11. an upper deck bridge deck shear pin group; 12. a top chord steel top plate; 13. an upper chord web; 14. a lower chord steel bottom plate; 15. a lower chord web.
Detailed Description
The technical scheme of the invention is further explained by the specific embodiment with the attached drawings:
example 1
The utility model provides a pi type pole piece steel purlin-concrete composite beam double-deck bridge, this embodiment include pi type pole piece group, upper steel crossbeam 5, lower floor's steel crossbeam 6, web member 4 in the crossbeam, shear force nail crowd 11, orthotropic UHPC decking 9 and orthotropic steel decking 10, as shown in fig. 1 ~ 6.
The double-deck bridge of pi type rod piece steel purlin-concrete composite beam described in this embodiment is integral composite beam section structure.
The main girder Pi-shaped member girder groups are connected with the lower layer steel beam 6 through an upper layer steel beam 5, and the steel beams are in supporting connection through a middle web member 4 of the beam; the orthotropic UHPC bridge deck 9 is fixed on the main truss upper chord 1 and the upper steel beam 5 through a shear nail group 11; the orthotropic steel combined bridge deck plates 10 are connected through the lower layer steel cross beams 6.
The Pi-shaped member truss group is formed by connecting truss sheets through gusset plates by a main truss upper chord 1, a main truss lower chord 2 and a web member 3.
The main truss girder upper chord 1 is formed into a pi-shaped section by an upper chord steel top plate 12 and four upper chord web plates 13. The distance between the two top chord webs 13 is equal to the cross-sectional height of the main spar web 3.
The main truss girder lower chord 2 is formed into a pi-shaped section by an upper chord steel bottom plate 14 and four lower chord web plates 15. The distance between the two lower chord webs 15 is equal to the cross-sectional height of the main spar web 3.
The main truss web members 3 and the cross beam middle web members 4 are arranged in a Hualun mode, the longitudinal node arrangement intervals of the main truss web members 3 and the cross beam middle web members 4 are equal, and the cross sections are in I shapes.
The upper layer steel beam 5 is of a box-shaped cross section, the lower layer steel beam 6 is of an I-shaped cross section, and the heights of the upper layer steel beam and the lower layer steel beam are respectively the same as those of the upper chord web 13 and the lower chord web 15.
The upper steel cross beam 5 is provided with 3 upper cross beam small longitudinal beams 7, the lower steel cross beam 6 is provided with 3 lower cross beam small longitudinal beams 8, the upper and lower cross beam small longitudinal beams are all provided with I-shaped cross sections, and the top surfaces of the small longitudinal beams are flush with the top surfaces of the cross beams.
The orthotropic UHPC bridge deck 9 is of an upper-layer bridge deck structure and is formed by criss-cross arrangement of equal-thickness panels, longitudinal girders, small longitudinal ribs, transverse ribs and the like, and the steel trusses are connected through shear nail groups 11. The orthotropic UHPC bridge deck 9 is made of UHPC materials, and the longitudinal girder is made of a rectangular section. The small longitudinal beams adopt inverted trapezoidal sections, and the transverse ribs adopt rectangular sections.
The shear nail group 11 adopts a common toggle bolt connecting piece and an anti-pulling non-shearing toggle bolt connecting piece, the anti-pulling non-shearing toggle bolt connecting pieces are arranged on two sides of a middle pivot, and other sections adopt common toggle bolt connecting pieces and are welded on the positions of nodes of the upper chord 1 and the upper steel beam 5 of the main truss girder.
The orthotropic steel combined bridge deck 10 is of a lower-layer bridge deck structure, consists of a steel top plate, U-shaped closed ribs, transverse partition plates and UHPC cast-in-place layers, and is connected with the lower cross beam 6 in a welding mode.
The thickness of the UHPC cast-in-situ layer of the orthotropic steel combined bridge deck slab is 4-6cm, the UHPC cast-in-situ layer and the steel roof slab are connected through small-specification shear nails, and a reinforcing mesh is laid in the cast-in-situ layer. The orthotropic steel combined bridge deck is provided with 2 transverse clapboards. Orthotropic steel decking and 6 top surfaces parallel and level of lower floor's steel crossbeam, and orthotropic decking is welded structure.
The construction method of the double-layer bridge with the pi-shaped rod piece and the steel truss-concrete composite beam comprises the following steps:
1. constructing a bridge foundation, a bridge pier and a capping beam, prefabricating an orthotropic UHPC bridge deck in a factory, and manufacturing each rod piece of the steel truss girder; after the inspection is qualified, transporting the steel plate to a bridge site or a construction site storage place;
2. assembling Pi-shaped member truss pieces section by section; pushing the Pi-shaped member truss group to a bridge site by adopting pushing construction; welding an upper-layer steel beam 5, a lower-layer steel beam 6 and an inter-beam middle web rod 4 to form a space steel truss structure;
3. the bolts are connected with the upper-layer cross beam small longitudinal beam 5, the lower-layer cross beam small longitudinal beam 6 and the orthotropic steel bridge deck;
4. hoisting the orthotropic UHPC bridge deck slab to a specified position of the bridge deck, and pouring partial wet joint concrete;
5. and (4) installing an anti-collision guardrail to finish waterproof layer, bridge deck pavement and other accessory projects.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present specification describes embodiments, not every embodiment includes only a single embodiment, and such description is for clarity purposes only, and it is to be understood that all embodiments may be combined as appropriate by one of ordinary skill in the art to form other embodiments as will be apparent to those of skill in the art from the description herein.
Claims (9)
1. The utility model provides a pi type member steel purlin-concrete composite beam double-deck bridge which characterized in that: the main truss girder upper chord member and the main truss girder lower chord member are connected with truss sheets to form the Pi-shaped member truss sheet group;
the upper chord of the main truss girder is connected with an upper layer steel crossbeam;
the lower chord of the main truss girder is connected with a lower layer steel beam;
a middle web member between the cross beams is fixed between the upper layer steel cross beam and the lower layer steel cross beam;
an orthotropic UHPC bridge deck plate is fixed on the upper chord of the main truss girder and the upper steel cross beam of the Pi-shaped member truss group through a shear nail group;
the lower layer steel beam is connected with an orthotropic steel combined bridge deck;
the upper chord of the main truss girder is of a pi-shaped structure formed by an upper chord steel top plate and four upper chord web plates;
the main truss girder lower chord is of a pi-shaped structure formed by a lower chord steel bottom plate and four lower chord webs.
2. The pi-shaped rod piece steel truss-concrete composite beam double-layer bridge as claimed in claim 1, wherein: the middle web member between the main truss girder web member and the cross beam adopts a Wallon structure.
3. The pi-shaped rod piece steel truss-concrete composite beam double-layer bridge as claimed in claim 1, wherein: the distance between every two of the four upper chord web plates is equal to the height of the section of the main truss girder web.
4. The pi-shaped rod steel truss-concrete composite beam double-layer bridge as claimed in claim 1, wherein: the distance between every two of the four lower chord webs is equal to the height of the section of the main truss web.
5. The pi-shaped rod steel truss-concrete composite beam double-layer bridge as claimed in claim 1, wherein: the upper layer steel beam and the lower layer steel beam are box-shaped or I-shaped in cross section, and the heights of the upper layer steel beam and the lower layer steel beam are respectively the same as those of the upper chord web and the lower chord web.
6. The pi-shaped rod steel truss-concrete composite beam double-layer bridge as claimed in claim 1, wherein: the upper layer steel beam is provided with 3-4 upper layer beam small longitudinal beams, the lower layer steel beam is provided with 3-4 lower layer beam small longitudinal beams, the upper layer beam small longitudinal beams and the lower layer beam small longitudinal beams are all box-shaped or I-shaped in cross section, and the top surfaces of the upper layer beam small longitudinal beams and the lower layer beam small longitudinal beams are flush with the top surfaces of the upper layer steel beam and the lower layer steel beam respectively.
7. The pi-shaped rod steel truss-concrete composite beam double-layer bridge as claimed in claim 1, wherein: the orthotropic UHPC bridge deck is of an upper deck structure and is formed by criss-cross arrangement of equal-thickness panels, longitudinal girders, small longitudinal ribs, transverse ribs and the like, and the steel trussed beams are connected through shear nail groups.
8. The pi-shaped rod steel truss-concrete composite beam double-layer bridge as claimed in claim 1, wherein: the orthotropic steel combined bridge deck is of a lower-layer bridge deck structure, consists of a steel top plate, U-shaped closed ribs, transverse clapboards and a UHPC cast-in-place layer, and is connected with the lower cross beam in a welding mode.
9. The pi-shaped rod steel truss-concrete composite beam double-layer bridge as claimed in claim 8, wherein: the thickness of the UHPC cast-in-situ layer of the orthotropic steel composite bridge deck slab is 4-6cm, the UHPC cast-in-situ layer and the steel roof slab are connected through small-specification shear nails, and a reinforcing mesh is laid in the cast-in-situ layer.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202221853449.9U CN217869917U (en) | 2022-07-18 | 2022-07-18 | Pi-shaped rod piece steel truss-concrete composite beam double-layer bridge |
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| CN202221853449.9U CN217869917U (en) | 2022-07-18 | 2022-07-18 | Pi-shaped rod piece steel truss-concrete composite beam double-layer bridge |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116411505A (en) * | 2023-03-23 | 2023-07-11 | 中铁二院工程集团有限责任公司 | A new type of slab-truss connection structure and bridge in the compression zone of a double-layer slab-truss combined rigid-frame bridge |
| CN116892159A (en) * | 2023-08-25 | 2023-10-17 | 中铁大桥勘测设计院集团有限公司 | A double-layer steel truss beam segment and a double-layer steel truss beam structure |
| CN119145281A (en) * | 2024-10-11 | 2024-12-17 | 中铁大桥勘测设计院集团有限公司 | Large-span double-layer highway and railway dual-purpose steel truss Combined beam cable-stayed bridge and design method thereof |
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2022
- 2022-07-18 CN CN202221853449.9U patent/CN217869917U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116411505A (en) * | 2023-03-23 | 2023-07-11 | 中铁二院工程集团有限责任公司 | A new type of slab-truss connection structure and bridge in the compression zone of a double-layer slab-truss combined rigid-frame bridge |
| CN116892159A (en) * | 2023-08-25 | 2023-10-17 | 中铁大桥勘测设计院集团有限公司 | A double-layer steel truss beam segment and a double-layer steel truss beam structure |
| CN116892159B (en) * | 2023-08-25 | 2025-10-28 | 中铁大桥勘测设计院集团有限公司 | Double-layer steel truss segment and double-layer steel truss structure |
| CN119145281A (en) * | 2024-10-11 | 2024-12-17 | 中铁大桥勘测设计院集团有限公司 | Large-span double-layer highway and railway dual-purpose steel truss Combined beam cable-stayed bridge and design method thereof |
| CN119145281B (en) * | 2024-10-11 | 2025-10-03 | 中铁大桥勘测设计院集团有限公司 | Long-span double-deck highway-railway dual-purpose steel truss combined beam cable-stayed bridge and its design method |
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