CN100543232C - The double-deck continuous girder bridge of steel-concrete combined structure - Google Patents

The double-deck continuous girder bridge of steel-concrete combined structure Download PDF

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Publication number
CN100543232C
CN100543232C CNB2007101924793A CN200710192479A CN100543232C CN 100543232 C CN100543232 C CN 100543232C CN B2007101924793 A CNB2007101924793 A CN B2007101924793A CN 200710192479 A CN200710192479 A CN 200710192479A CN 100543232 C CN100543232 C CN 100543232C
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China
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bridge
steel
transverse
girder
deck
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CN101187197A (en
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邵旭东
易笃韬
晏班夫
李立峰
彭旺虎
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Hunan University
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Hunan University
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Abstract

The present invention relates to a kind of double-deck continuous girder bridge of steel-concrete combined structure, comprise bridge pier (1), steel girder (2) and bridge deck (3), bridge pier (1) support steel girder (2), steel girder (2) supporting bridge deck (3).Steel girder (2) mainly is made of steel web (21), stringer (22) and top rail (23), along the vertical top rail of arranging at regular intervals (23) of bridge and stringer (22), steel web (21) quadrature and affixed, every top rail (23) below correspondence is provided with a lower transverse beam (5), the lower transverse beam (5) that non-bridge pier (1) is located is connected with steel web (21), the lower transverse beam (5) that bridge pier (1) is located is held on the support beam (7) of Dun Ding setting, and lower transverse beam (5) is gone up and laid side walk slab (10).The present invention has conventional steel trussed construction and plate girder combining structure characteristics concurrently, and can effectively utilize space, saving construction cost, and handsome in appearance.

Description

The double-deck continuous girder bridge of steel-concrete combined structure
Technical field
The present invention relates to a kind of continuous girder bridge, relate in particular to a kind of double-deck continuous girder bridge of steel-concrete combined structure.
Background technology
Along with China's rapid economy development and quickening of urbanization process, the magnitude of traffic flow in the city also constantly increases, the deficiency of crossing the river bridge traffic capacity becomes major part and strides bottleneck in the urban traffic network of river (river), and newly-built necessity and the urgency of crossing the river bridge also manifests thereupon.Take all factors into consideration factors such as technical performance, space utilization, speed of application, economic benefit, the bridge in existing domestic and international city adopts steel work and steel-concrete combined structure form more and more, and wherein plate girder combining structure and steel truss structure are common form of structure.Traditional plate girder combining structure generally adopts ∏ shaped sections form, and as shown in Figure 1, it mainly is made up of vertical girder steel 11, horizontal girder steel 12, vertical stiffening rib 13 and concrete slab 14.Its structure that adopts usually is that two vertical girder steels 11 are set, and by horizontal girder steel 12 two vertical girder steels 11 is connected in vertical stiffening rib 13 positions, and vertical stiffening rib 13 generally is not connected with concrete slab 14.The plate girder combining structure is applicable to that generally not wide middle or small of bridge floor strides the footpath bridge, for the situation of bridge floor broad, need be concrete slab 14 in stretch-draw transverse prestressed reinforcing steel bar 15 or employing horizontal cantilever girder steel.Because the permeability of plate girder combining structure is very poor, therefore be not suitable for double-deck bridge.The steel truss beam bridge belongs to more ancient bridge type, is made of upper and lower chord member and web member, and each rod member only bears a power.Compare the plate girder combining structure, the steel truss girder construction has permeability preferably, thereby is the preferred option of double-deck bridge, but its deck-molding is bigger, strides bridge directly for non-super large, seems heavy in the city, generally only is used for railroad bridge.In addition, be provided with the sidewalk in the existing Urban Bridge mostly, the sidewalk is if be located on the bridge deck, one will increase bridge deck width, the situation that can occur people's car mixed flow in its two traffic flow on bridge unavoidably, this not only can influence the speed that vehicle is passed a bridge, and also causes a hidden trouble to the traffic safety on the bridge easily.
Along with people to the attention of urban aesthetics and continuous lifting that city taste is required, the Aesthetic Function of bridge also becomes and can not avoid.The Urban Bridge major part that China builds last century is from function, technology or economic angle, the general forms such as beam bridge, arch bridge, cable stayed bridge and suspension bridge that also adopt routine of bridge, the bridge of these forms is under the overall background of the whole view in city, seem that some is stiff, dull, coordinate inadequately with the bridge location environment, influenced the aesthetic feeling of urban architecture integral body.
Summary of the invention
The technical problem to be solved in the present invention is to overcome the deficiencies in the prior art, provides a kind of and have conventional steel trussed construction and plate girder combining structure characteristics concurrently, can effectively utilize the space, saves construction cost, human and vehicle shunting, handsome in appearance, the steel-concrete combined structure double-deck continuous girder bridge that is suitable for building in urban center.
For solving the problems of the technologies described above, the technical scheme that the present invention proposes is: a kind of double-deck continuous girder bridge of steel-concrete combined structure, comprise bridge pier, steel girder and bridge deck, bridge pier support steel girder, steel girder supporting bridge deck, it is characterized in that described steel girder is mainly by the steel web, stringer and top rail constitute, two steel webs constitute the biside plate of described steel girder, stringer is positioned at the longitudinal centre line below of bridge deck, top rail and stringer along bridge longitudinal separation layout, steel web quadrature is also affixed, every top rail below correspondence is provided with a lower transverse beam, the lower transverse beam at non-bridge pier place is connected with the steel web, the lower transverse beam at bridge pier place is held on the support beam of bridge pier top setting, lays the side walk slab on the lower transverse beam.
When the bottom surface of described steel web on perpendicular be projected as curve the time, if lower transverse beam is positioned at below, steel web bottom surface, lower transverse beam then is fixed in steel web below with suspension rod as connector; If lower transverse beam is positioned at steel web bottom surface top, then lower transverse beam directly affixed (welding or bolt connect) on the steel web, perhaps with the support plate that is fixed in steel web inboard as support member, lower transverse beam is held on the support plate.
When above-mentioned steel web was the straight plated construction of rectangle, if lower transverse beam all is positioned at below, steel web bottom surface, then lower transverse beam was all affixed as connector and steel web by suspension rod; If lower transverse beam all is positioned at top, steel web bottom surface, then lower transverse beam directly affixed (welding or bolt connect) on the steel web, is a support member with the support plate that is fixed in steel web inboard perhaps, and lower transverse beam all is held on the support plate.
Above-mentioned top rail is a semi girder, bridge deck by the top rail supporting are spliced by prefabricated short rib type bridge floor plate, the vertical cast-in-place wet seam of adjacent prefabricated short rib type bridge floor plate is arranged at steel web and/or stringer top, the horizontal cast-in-place wet seam of contiguous prefabricated short rib type bridge floor plate is arranged at the top rail top, be provided with the reserved steel bar that extends in the cast-in-place wet seam in the prefabricated short rib type bridge floor plate, the reserved steel bar that stretches out in the adjacent two prefabricated short rib type bridge floor plates is welded to connect, the major part WELDING STUDS of all gathering in all cast-in-place wet seams.
Runway on the above-mentioned bridge deck is connected with city road network by the bridge access bridge, and the sidewalk on the side walk slab is connected with the riverine scenic belt in city.
Above-mentioned steel web is the exposed throughout type i section steel beam, and saturating vacancy is embedded with floral designs and/or lamp decoration.
Above-mentioned bridge pier is a vase formula Thin-Wall Piers structure.
Compared with prior art, advantage of the present invention just is:
1, steel of the present invention-concrete combined structure double-deck continuous girder bridge combines the characteristics of steel truss beam and conventional steel plates beam combination structure, and carry out people's car and separate fully, the upper strata is a runway, lower floor is the sidewalk, so both reduced the overall width of bridge, can effectively utilize structure space, the also corresponding urban land resource path space pressure that causes in short supply that alleviated.Because it is wide to have reduced bridge, to select suitably if stride the footpath, cost also can obtain corresponding saving.
2, steel of the present invention-concrete combined structure form makes that the bridge superstructure deadweight is lighter, and bridge deck are laterally adopting stretched form outside the cantilever, dwindled the distance between two steel webs, this makes that the size on bridge bottom pier, platform and basis is reduced greatly, this has not only reduced the construction cost of bridge substructure, has also increased the usage space under the bridge.In addition, by regulating the jib-length of top rail, can regulate the width on runway and sidewalk on demand.Be subjected to the overhanging bracketed part of bridge deck of top rail supporting also can farthest avoid the erosion to the bridge steel structure part of rainwater and UV sunlight, according to present protection level, the steel work of pontic can be guaranteed 30 years after protective treatment at least.
3, bridge deck of the present invention and side walk slab are prefabricated concrete slab, and for guaranteeing the bending rigidity of bridge deck, bridge deck have adopted prefabricated short rib formula concrete slab structure.Because the superstructure of bridge all adopts prefabricated construction, can carry out simultaneously with foundation construction, so not only can guarantee construction quality, reduce the influence of bridge deck shrinkage and creep, and accelerated the speed of application of bridge, can reduce bridge construction to greatest extent to the negative effect of urban traffic and bridge is put into effect in the shortest time.
4, the rivers two sides in city mostly are provided with riverine scenic belt now, the present invention can make the upper strata runway be connected with city road network by access bridge, the lower floor sidewalk directly is connected with riverine (river) scenic belt, the pedestrian can directly go up bridge from riverine (river) scenic spot of end of the bridge, very convenient, thus overcome the difficult problem that people's car mixing grade separation is set at end of the bridge; The upper strata automobile specified, vehicle smooth is without hindrance, and the pedestrian of lower floor passes a bridge and to have avoided exposing to the sun and rain, and safety and comfort have improved the service level of bridge greatly.If because of traffic programme needs, lower floor also can consider to arrange public bus network.Can arrange the provided pipe wire casing as required in the both sides, sidewalk, so that the laying of pipeline, installation, inspection and maintenance.
5, steel web of the present invention can be exposed throughout type, and the projection of its bottom surface on perpendicular is curved, and the steel girder under this design is rendered as the globule shape exposed throughout type beam body of degree of uprising, and this makes that the outward appearance of bridge is light and graceful, far sees as long queue ripple for sleeping in, and is rich dynamic.The mechanical characteristic of exposed throughout type steel web has the mechanical characteristics of plate and truss concurrently, for the higher girder truss of permeability, has improved the rigidity of integral bridge under the prerequisite that keeps good permeability.The different floral designs with classical architecture style can be introduced according to actual conditions in the saturating vacancy of steel web, also can select not embossing line pattern or embed other patterns.The bridge pier of bottom adopts vase formula Thin-Wall Piers, so that make the classical architecture style of bridge self can keep unified, and can set off with bridge location environment harmony, keeps good visual effect and aesthetic value, constitutes the beautiful scenery in the city jointly.
Description of drawings
Fig. 1 is the cross sectional representation of conventional steel plates beam combination structure;
Fig. 2 is a bridge single span structural representation of the present invention;
Fig. 3 is the cross sectional representation of steel girder at the hanger rod connecting piece place;
Fig. 4 is the cross sectional representation of steel girder at the bridge pier place;
Fig. 5 is the cross sectional representation of steel girder at a plate support place;
Fig. 6 is the sectional view at F-F place among Fig. 2;
Fig. 7 is the structural representation of bridge deck quartering;
Fig. 8 is the structural representation of bridge deck trichotomy;
Fig. 9 is the structural representation of bridge deck dichotomy;
Figure 10 is the B floral designs in the saturating vacancy of steel web;
Figure 11 is the C floral designs in the saturating vacancy of steel web;
Figure 12 is the local enlarged diagram at A place among Fig. 6;
Figure 13 is for adopting the bridge single span structural representation of the present invention of rectangle steel web;
Figure 14 is the connection diagram of the present invention and riverine scenic belt;
Figure 15 is the schematic diagram of construction method step one of the present invention;
Figure 16 is the schematic diagram of construction method step two of the present invention;
Figure 17 is the schematic diagram of construction method step three of the present invention;
Figure 18 is the schematic diagram of construction method step four of the present invention;
Figure 19 is the schematic diagram of construction method step five of the present invention;
Figure 20 is the schematic diagram of construction method step six of the present invention;
Figure 21 is the schematic diagram of construction method step seven of the present invention.
Marginal data:
1, bridge pier 11, vertical girder steel
12, horizontal girder steel 13, vertical stiffening rib
14, concrete slab 15, transverse prestressed reinforcing steel bar
2, steel girder 21, steel web
22, stringer 23, top rail
24, vertical stiffener 3, bridge deck
31, reserved steel bar 32, the wet seam in steel web place
33, the wet seam 34 in stringer place, the wet seam in top rail place
35, prefabricated short rib type bridge floor plate 4, suspension rod
41, support plate 5, lower transverse beam
6, major part WELDING STUDS 7, support beam
71, pier top bearing 8, asphalt concrete bridge floor
9, provided pipe wire casing 10, side walk slab
The specific embodiment
As Fig. 2~shown in Figure 14, steel-concrete combined structure double-deck continuous girder bridge of the present invention combines the characteristics of steel truss beam and conventional steel plates beam combination structure, it comprises bridge pier 1, steel girder 2 and bridge deck 3, bridge pier 1 support steel girder 2, steel girder 2 supporting bridge deck 3, wherein steel girder 2 mainly is to be constituted by exposed throughout type steel web 21, stringer 22 and cantilever style top rail 23, and bridge deck 3 are to water seam by 35 assembly units of prefabricated short rib type bridge floor plate to be formed by connecting.Steel web 21 adopts structural I-beam, and the inboard of steel web 21 is provided with vertical stiffening rib 13 (see figure 6)s at a certain distance, to strengthen its local stiffness.Stringer 22 is positioned at the longitudinal centre line below of bridge deck 3, according to the load size that bridge bore and the span length degree of bridge, be furnished with top rail 23 along bridge longitudinal separation, top rail 23 and stringer 22, steel web 21 perpendicular quadratures and welding (also can be affixed) by bolt.A lower transverse beam 5 is set under the every top rail 23 accordingly, the lower transverse beam 5 at non-bridge pier 1 place is connected with steel web 21, the lower transverse beam 5 at bridge pier 1 place is held on the support beam 7 of bridge pier 1 top setting, directly bear its load by support beam 7, support beam 7 is supported by pier top bearing 71, steel web 21 at the vertical stiffener 24 of pier top bearing 71 place's arranged outside to strengthen its local stiffness (as shown in Figure 4).Lower transverse beam 5 all adopts structural I-beam, and is positioned on the sustained height, and all lower transverse beams 5 are as the side walk slab's 10 of its top laying support member.
The projection of the bottom surface of steel web 21 on perpendicular is curved, and lower transverse beam 5 is positioned on the same level height, therefore below the part lower transverse beam 5 near the single span middle part is positioned at steel web 21 bottom surfaces, this moment, lower transverse beam 5 was affixed as connector with suspension rod 4 with steel web 21, suspension rod 4 one ends connect steel web 21, the other end connects lower transverse beam 5, and lower transverse beam 5 passes to steel web 21 (as shown in Figure 3) by suspension rod 4 with its bearing load; Above the part lower transverse beam 5 near bridge pier 1 place then is positioned at steel web 21 bottom surfaces, this moment lower transverse beam 5 with the support plate 41 that is fixed in steel web 21 inboards as support member (also lower transverse beam 5 directly can be fixed in steel web 21 inboards), lower transverse beam 5 is held on the support plate 41, bears its load (as shown in Figure 5) by support plate 41.The steel web also can adopt the straight plated construction of rectangle, if all be positioned at steel web bottom surface when below because of designing requirement causes the lower transverse beam at non-bridge pier place, then all adopts suspension rod to be connected with the steel web as connector; If when causing the lower transverse beam at non-bridge pier place all to be positioned at top, steel web bottom surface because of designing requirement, then all lower transverse beams directly affixed (welding or bolt connect) are on the steel web, perhaps with the support plate that is fixed in steel web inboard as support member, all lower transverse beams are held on the support plate.Structure shown in Figure 13 is steel web 21 and is the straight plated construction of rectangle, and the situation of lower transverse beam 5 when all being positioned at top, rectangle steel web 21 bottom surfaces, and lower transverse beam 5 this moment directly affixed (welding or bolt connect) is on steel web 21.No matter the steel web adopts which kind of form or steel web and lower transverse beam to adopt which kind of connected mode, the lower transverse beam 5 at bridge pier 1 place still can directly be held on the support beam 7 at bridge pier 1 top.
Being equipped with asphalt concrete bridge floor 8 on the bridge deck 3, is runway on the asphalt concrete bridge floor 8; Being equipped with side walk slab 10 on lower transverse beam 5, is the sidewalk on the side walk slab 10.Owing to carry out the complete clastotype of people's car on upper strata runway, lower floor sidewalk, so both reduced the overall width of bridge, effectively utilized the space of bridge construction, also alleviated the urban land resource path space pressure that causes in short supply simultaneously.Because it is wide to have reduced bridge, to select suitably if stride the footpath, cost also can obtain corresponding saving.The upper strata runway is connected with city road network by the bridge access bridge, lower floor sidewalk directly riverine with the city (river) scenic belt D is connected, riverine scenic belt D is close to riverine main road E, the pedestrian can go up bridge from the riverine scenic belt D of end of the bridge by ten minutes easily, has overcome the difficult problem (as shown in figure 14) that people's car mixing grade separation is set at end of the bridge; The upper strata automobile specified, vehicle smooth is without hindrance, and the pedestrian of lower floor passes a bridge and to have avoided exposing to the sun and rain, and safety and comfort have improved the service level of bridge greatly.In addition, by regulating the jib-length of top rail 23, can regulate the width on bridge runway and sidewalk on demand.If because of traffic programme needs, lower floor also can consider to arrange public bus network.The both sides, sidewalk are furnished with provided pipe wire casing 9 as required, so that the laying of pipeline, installation, inspection and maintenance.
For guaranteeing the bending rigidity of runway below bridge deck 3, bridge deck 3 adopt the mode that is spliced by prefabricated short rib type bridge floor plate 35.As shown in Figure 7, with both sides longitudinally stringer 22 these three longeron positions at steel web 21 and middle part be the boundary, bridge deck 3 in the present embodiment are unit with the length of prefabricated short rib type bridge floor plate 35, be divided into four wide parts (also can be divided into as shown in Figure 8 three parts or two parts as shown in Figure 9 according to actual needs) along bridge lateral, be that unit splices successively then longitudinally with the width of prefabricated short rib type bridge floor plate 35, each 35 of prefabricated short rib type bridge floor plate leaves cast-in-place wet seam, comprising the wet seam 32 in steel web place, the wet seam 34 of wet seam 33 in stringer place and top rail place.Be provided with the reserved steel bar 31 that extends in the cast-in-place wet seam in each prefabricated short rib type bridge floor plate 35, weld and build seam by cast-in-place wet seam crossing is stretched out the reserved steel bar 31 that exposes, can make prefabricated short rib type bridge floor plate 35 connect into an integrated deck plate 3.Densely covered major part WELDING STUDS 6 in each cast-in-place wet seam at top rail 23, stringer 22 and steel web 21 tops is to guarantee being connected firmly between bridge deck 3 and the steel girder 2.On the bridge width direction, bridge deck 3 are the overhanging form of structure of cantilever, the relative like this spacing that shortens below two steel webs 21, and then make that the size on bottom bridge pier 1 and basis is reduced greatly.In addition, cantilevered bridge deck 3 can also farthest be avoided the erosion to bridge main body bottom steel work of rainwater and UV sunlight, and according to present protection level, the steel work of bridge main body bottom can be guaranteed 30 years after protective treatment at least.
The bottom surface of steel web 21 of the present invention is projected as curve on perpendicular, and is cancelled structure, and whole steel girder 21 is rendered as the globule shape exposed throughout type beam body of degree of uprising, and this makes that the outward appearance of bridge is light and graceful, far sees as the long queue ripple that crouches rich innervation.The mechanical characteristic of exposed throughout type steel web 21 has the mechanical characteristics of plate and truss concurrently, for the higher girder truss of permeability, has improved the rigidity of integral bridge under the prerequisite that keeps good permeability.Have a series of circular holes that differ in size on the steel web 21, according to actual conditions and view requirement, present embodiment has embedded the different floral designs with classical architecture style in the circular hole of steel web 21, as shown in Figure 10 and Figure 11, also can select not embossing line pattern or embed other floral designs according to actual needs.In order to match with the classical architecture style of present embodiment, the bridge pier 1 of bottom has adopted slimmer and more graceful vase formula Thin-Wall Piers, also can adopt other forms of bridge pier according to the architectural style of bridge self, so that make the architectural style harmony of bridge self, and can set off with bridge location environment harmony, keep good visual effect, constitute the beautiful scenery in the city jointly.
Construction sequence:
As Figure 15~shown in Figure 21, construction of the present invention is undertaken by following step:
Step 1: as shown in figure 15, at first carry out the construction on bridge pier 1 basis, simultaneously carry out the prefabricated of prefabricated short rib type bridge floor plate 35 at precasting yard, and in the river course, set up the assembly unit cable and hang equipment, cable hangs setting up of equipment and comprises the suspension of the assembly unit of the construction on cable crane basis, pylon, cable and the steps such as earth anchorage of cable.The crane capacity that hangs equipment according to cable is determined the lifting sections number of steel web 21 then, takes all factors into consideration economy and speed of application, in the present embodiment it is divided into 3 sections and lifts.
Step 2: as shown in figure 16, at first finish the construction of bridge pier 1; After bridge pier 1 construction was finished, the lifting pier pushed up No. 0 piece steel web earlier, and carries out temporary consolidation at the Dun Ding place.
Step 3: as shown in figure 17, along No. 0 symmetrical successively No. 1 piece of lifting in piece both sides and No. 2 pieces, No. 1 piece and No. 0 block welding moulding, No. 2 pieces and No. 1 block welding moulding.In the whole hoisting process of steel web 21, pier top bearing 71 all is in the temporary consolidation state, must avoid temporary consolidation place, pier top bigger unbalanced moment to occur in the symmetrical hoisting process.
Step 4, five:, treat to come opposite side to step into the row construction by the full framing mode again after No. 2 pieces lifting completions that bridge respectively strides as Figure 18, shown in Figure 19; Treat that the end bay closure recession removes the temporary consolidation of end bay, respectively stride and remove the temporary consolidation at all Dun Ding places in the middle of joining the two sections of a bridge, etc successively then.
Step 6: as shown in figure 20, after the agent structure of bridge basically forms, prefabricated short rib type bridge floor plate 35 (being carriageway plate), side walk slab 10 are installed, and cast-in-place wet seam.
Step 7: as shown in figure 21, remove construction installations such as cable crane, carry out the construction of bridge deck and ancillary facility, whole bridge puts into effect after the final acceptance of construction.
Because the agent structure of bridge beam body all adopts prefabricated construction, can carry out simultaneously with foundation construction, so not only can guarantee construction quality, reduce the influence of bridge deck 3 shrinkage and creep, and speed of application is fast, can reduce the negative effect of urban traffic to greatest extent and puts into effect in the shortest time.

Claims (9)

1, a kind of double-deck continuous girder bridge of steel-concrete combined structure, comprise bridge pier (1), steel girder (2) and bridge deck (3), bridge pier (1) support steel girder (2), steel girder (2) supporting bridge deck (3), it is characterized in that described steel girder (2) is mainly by steel web (21), stringer (22) and top rail (23) constitute, two steel webs (21) constitute the biside plate of described steel girder (2), stringer (22) is positioned at the longitudinal centre line below of bridge deck (3), top rail (23) and stringer (22) along bridge longitudinal separation layout, steel web (21) quadrature is also affixed, every top rail (23) below correspondence is provided with a lower transverse beam (5), the lower transverse beam (5) that non-bridge pier (1) is located is connected with steel web (21), the lower transverse beam (5) that bridge pier (1) is located is held on the support beam (7) of bridge pier (1) top setting, and lower transverse beam (5) is gone up and laid side walk slab (10).
2, the double-deck continuous girder bridge of steel-concrete combined structure according to claim 1, the bottom surface that it is characterized in that described steel web (21) is projected as curve on perpendicular, when lower transverse beam (5) was positioned at below, steel web (21) bottom surface, lower transverse beam (5) was fixed in steel web (21) below with suspension rod (4) as connector; When lower transverse beam (5) was positioned at top, steel web (21) bottom surface, lower transverse beam (5) directly was fixed on the steel web (21), and perhaps to be fixed in the inboard support plate (41) of steel web (21) as support member, lower transverse beam (5) is held on the support plate (41).
3, the double-deck continuous girder bridge of steel-concrete combined structure according to claim 1, it is characterized in that described steel web (21) is the straight plated construction of rectangle, if lower transverse beam (5) all is positioned at below, steel web (21) bottom surface, lower transverse beam (5) is all affixed as connector and steel web (21) by suspension rod (4); If lower transverse beam (5) all is positioned at top, steel web (21) bottom surface, lower transverse beam (5) directly is fixed on the steel web (21), and perhaps to be fixed in the inboard support plate (41) of steel web (21) as support member, lower transverse beam (5) is held on the support plate (41).
4, double-deck continuous girder bridge according to each described steel-concrete combined structure in the claim 1~3, it is characterized in that described top rail (23) is a semi girder, bridge deck (3) by top rail (23) supporting are spliced by prefabricated short rib type bridge floor plate (35), the vertical cast-in-place wet seam of adjacent prefabricated short rib type bridge floor plate (35) is arranged at steel web (21) and/or stringer (22) top, the horizontal cast-in-place wet seam of adjacent prefabricated short rib type bridge floor plate (35) is arranged at top rail (23) top, be provided with the reserved steel bar (31) that extends in the cast-in-place wet seam in the prefabricated short rib type bridge floor plate (35), the reserved steel bar (31) that stretches out in the adjacent two prefabricated short rib type bridge floor plates (35) is welded to connect, and is densely covered with major part WELDING STUDS (6) in the cast-in-place wet seam.
5, the double-deck continuous girder bridge of steel-concrete combined structure according to claim 4 is characterized in that the runway on the described bridge deck (3) is connected with city road network by access bridge, and the sidewalk on the side walk slab (10) is connected with the riverine scenic belt in city.
6, according to the double-deck continuous girder bridge of each described steel-concrete combined structure in the claim 1~3, it is characterized in that the runway on the described bridge deck (3) is connected with city road network by the bridge access bridge, the sidewalk on the side walk slab (10) is connected with the riverine scenic belt in city.
7, the double-deck continuous girder bridge of steel-concrete combined structure according to claim 5 is characterized in that described steel web (21) is the exposed throughout type girder steel, and saturating vacancy is embedded with floral designs and/or lamp decoration.
8, the double-deck continuous girder bridge of steel-concrete combined structure according to claim 7 is characterized in that described bridge pier (1) is vase formula Thin-Wall Piers structure.
9,, it is characterized in that described steel web (21) is the exposed throughout type girder steel according to the double-deck continuous girder bridge of each described steel-concrete combined structure in the claim 1~3.
CNB2007101924793A 2007-12-03 2007-12-03 The double-deck continuous girder bridge of steel-concrete combined structure Expired - Fee Related CN100543232C (en)

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CN102535326A (en) * 2012-01-18 2012-07-04 中铁大桥勘测设计院集团有限公司 Double-layer highway bridge with integrated upper beam on frame mound and beam of polycarbonate (PC) continuous box girders
CN103741579A (en) * 2013-12-25 2014-04-23 广西科技大学 Corrugated steel web combination curve beam bridge with horizontal partition plates
CN104389267B (en) * 2014-11-20 2016-06-22 中铁工程设计咨询集团有限公司 Large-span suspension bridge stiff girder floorings
CN104929033A (en) * 2015-06-04 2015-09-23 长沙市规划设计院有限责任公司 Bridge structure similar to double-layer structure
CN105002817B (en) * 2015-08-04 2017-05-10 中铁第四勘察设计院集团有限公司 Prestressed concrete double-deck box girder bridge
CN106498842B (en) * 2016-12-19 2017-12-05 厦门市市政工程设计院有限公司 A kind of voluntarily axle beam and its method of construction under existing elevated bridge
CN110904756B (en) * 2019-12-13 2021-08-03 华北水利水电大学 Construction method of three-layer bridge

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