CN203393600U - Steel truss and prestressed concrete bridge deck slab combined bridge - Google Patents
Steel truss and prestressed concrete bridge deck slab combined bridge Download PDFInfo
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- CN203393600U CN203393600U CN201320398559.5U CN201320398559U CN203393600U CN 203393600 U CN203393600 U CN 203393600U CN 201320398559 U CN201320398559 U CN 201320398559U CN 203393600 U CN203393600 U CN 203393600U
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Abstract
The utility model discloses a steel truss and prestressed concrete bridge deck slab combined bridge which comprises a steel truss and a bridge deck slab paved on the steel truss, wherein the steel truss comprises a plurality of longitudinal truss pieces and two horizontal bracing systems, namely an upper horizontal bracing system and a lower horizontal bracing system; the longitudinal truss pieces are arranged side by side and are arranged along the bridge span direction; the upper horizontal bracing system and the lower horizontal bracing system are respectively arranged at the top ends and the bottom ends of the longitudinal truss pieces and are parallel to each other; FRP (Fiber Reinforced Polymer) structures are stuck on the surfaces of members of the longitudinal truss pieces; the FRP structures are paved on the left surfaces and the right surfaces of the longitudinal truss pieces to form web plates; an FRP structure is stuck on the surface of a member of the upper horizontal bracing system; FRP structures are paved on the upper surface and the lower surface of the upper horizontal bracing system to form a top plate; an FRP structure is stuck on the surface of a member of the lower horizontal bracing system; FRP structures are paved on the upper surface and the lower surface of the lower horizontal bracing system to form a base plate. Each FRP structure comprises FRP lattice cloth; FRP chopped strand mats are respectively stuck on two surfaces of each FRP structure.
Description
Technical field
The utility model relates to technical field of civil engineering, more particularly, relates to a kind of steel truss prestressed concrete bridge panel combination bridge.
Background technology
Prestressed concrete simply supported T-beam bridge is the bridge type extensively adopting at present, the most common with 30 meters of Zhi50 meter Kua footpaths, often adopts site prefabrication, the construction of Bridge Erector Method for Installation.During multispan, prior art often adopt freely-supported-structure continuously or freely-supported-bridge floor continuous, this structure major defect shows:
(1) prestressed concrete simply supported T-beam bridge is prefabricated at the scene, is subject to the impact of field construction conditions and environment temperature, and construction quality discreteness is larger, and execution control difficulty is large.
(2) the early stage tensile strength of concrete structure is low, and when prestress pipe departs from when larger, the web of being everlasting during stretch-draw, base plate or water chestnut place produce the crack longitudinally that mostly is along spanning direction, make Crack Control difficulty large.
(3) prestressed concrete simply supported T-beam bridge is often comprised of the T-shaped beam of multi-disc, the T-shaped beam end of multi-disc is all connected by the diaphragm of horizontally set with middle part, the bridge deck of the T-shaped beam of multi-disc are connected by cast-in-situ concrete longitudinal joint, be the bridge deck of every T-shaped beam along the direction setting of spanning, between adjacent bridge deck, have along the longitudinal seam of spanning direction.When every T-shaped beam prefabricated and installation deviation is larger, laterally to dock deviation large for diaphragm, and the vertical discrepancy in elevation of bridge deck is large, has reduced holistic resistant behavior.And T-shaped beam diaphragm is connected and the connected construction of bridge deck mostly is work high above the ground, and Construction precision control difficulty is large.
(4) prefabricated T-shaped beam lifting weight is large.30 meters of every, Zhi50 meter Kua footpath beam lifting weight are 80 tons to 150 tons left and right, and lifting has a big risk, and lifting cost is with high.
(5) prefabricated T-shaped beam anti-twisting property is not enough, and the antitorque cracking risk in work progress is large.
(6) deadweight of prestressed concrete simply supported T-beam bridge is larger, makes span ability limited, and span is generally no more than 50 meters.Conventional 30 meters and 40 meters.When the high pier of Bridges in Mountainous Areas is more, difficulty of construction is large, and high pier construction has a big risk, uneconomical.Some regional pier is up to more than 100 meters, and span distribution is unreasonable, not attractive in appearance.
(7) prestressed reinforced concrete construction prefabricated component is deposited beam the limited time, is generally no more than 6 months, needs larger prefabricated place and manpower and materials.
(8) be difficult for realizing factorial construction.
(9) bridge that is positioned at longitudinal gradient and horizontal curve is often wriggled under temperature action, produces bearing shear strain.
In addition, steel truss-concrete slab superposed beam is also one of bridge type adopting at present.Steel purlin adopts between bolt knot or welding ，Gang purlin and concrete slab and adopts shear connector to connect.This structure major defect shows:
(1) the corrosion outstanding problem of steel structure member, anti-corrosion processing and maintenance cost are higher.
(2) shear connector easy-to-rust between steel purlin and concrete slab, is difficult for maintenance.
(3) concrete slab waterproof problem is difficult controls, and can aggravate shear connector easy-to-rust or fracture, crisis bridge security.
(4) the antitorque shear resistance of steel truss is not enough.
In addition, prior art prestressed concrete T beam bridge erection of main beam completes follow-up construction working following characteristics: carry out the cast-in-place leveling concrete construction in thick 10 centimetres of left and right, thick 10 centimetres of left and right asphalt concrete pavement constructions, sidewalk, railing or anticollision barrier construction.
The cast-in-place leveling concrete in thick 10 centimetres of left and right, thick 10 centimetres of left and right asphalt concrete pavements, sidewalk, railing or anticollision barrier weight are commonly referred to as the second stage of dead load.Second phase dead load generally adopts concrete material, and Partial Bridges railing adopts steel work, larger from weight average.
Following table has been listed the proportionate relationship of the second stage of dead load and Road Design lane load.Second phase dead load is generally 2 times of left and right of Road Design lane load, and the impact that reduces the second stage of dead load is significant to improving the traffic capacity.
In sum, how to provide and effectively solve steel structure member easy-to-rust, the problem that maintenance cost is high, is current those skilled in the art's urgent problem.
Utility model content
The purpose of this utility model is to provide a kind of steel truss prestressed concrete combined bridge, and its steel structural rod piece is difficult for corrosion, and maintenance cost is lower.
In order to achieve the above object, the utility model provides following technical scheme:
A prestressed concrete bridge panel combination bridge, comprises steel truss and is laid on the bridge deck on described steel truss;
Described steel truss comprises a plurality of longitudinal purlin sheets of arranging along spanning direction arranged side by side and is separately positioned on two horizontal coupled systems described longitudinal Heng Pian top and bottom and that be arranged in parallel goes up horizontal coupled system and lower horizontal coupled system,
The component surface of described longitudinal purlin sheet is pasted with FRP structure, and longitudinally Heng Pian left surface and right surface are equipped with FRP structure and form web; The surface of the member that described upper horizontal coupled is is pasted with FRP structure, and upper and lower surface is equipped with FRP structure formation top board; The surface of the member that described lower horizontal coupled is is pasted with FRP structure, and upper and lower surface is equipped with FRP structure formation base plate;
Wherein, described FRP structure comprises that two surfaces of FRP woven roving and described FRP woven roving are all pasted with the chopped felt of FRP, are pasted and are solidify to form described FRP structure by cementing agent between described FRP woven roving and the chopped felt of described FRP.
Preferably, described longitudinal purlin sheet comprise the upper chord along spanning direction arranged side by side, parallel with described upper chord and be arranged at described upper chord below lower chord, be all connected with lower chord with described upper chord and all vertically disposed straight web member be all connected with lower chord with described upper chord and with the angled diagonal web member of described straight web member tool.
Preferably, described upper chord, lower chord and straight web member are square steel pipe, and described diagonal web member is steel band; And described straight web member and upper chord, lower chord are all by being welded to connect; Pian Liangge side, described longitudinal purlin is provided with described diagonal web member, and the diagonal web member arranged crosswise of described longitudinal Heng Pian both sides and be 45 °, the infall setting of two diagonal web members of intersection and the steel cushion block that both are all weldingly connected with the angle of described straight web member; The diagonal web member that is positioned at described longitudinal purlin sheet homonymy is parallel to each other, and the lateral surface of each parts of described longitudinal purlin sheet all at grade.
Preferably, also comprise the web ribs being all connected firmly with described lower chord, upper chord, straight web member and diagonal web member, described web ribs comprises that many are parallel to the longeron of described upper chord and lower chord and the crossbeam that Duo Gen is parallel to described straight web member, and described crossbeam and longeron are the FRP beam that cross section is rectangle or I shape.
Preferably, described upper horizontal coupled system comprises the many cross tubes along bridge cross direction arranged side by side, and every cross tube two ends are all firmly connected with upper chord, above described upper horizontal coupled system be provided with horizontal cross brace below,
The horizontal cross brace arranged crosswise of the both sides up and down of upper horizontal coupled system and be 45 °, the infall setting of two horizontal cross braces of intersection and the steel cushion block that both are all weldingly connected with the angle of described cross tube;
Described lower horizontal coupled is to comprise the many sheer poles along bridge cross direction arranged side by side, and every sheer pole two ends are all firmly connected with lower chord, described lower horizontal coupled system is provided with horizontal cross brace above and below, and the horizontal cross brace arranged crosswise of the both sides up and down of described lower horizontal coupled system and be 45 °, the infall setting of two horizontal cross braces of intersection and the steel cushion block that both are all weldingly connected with the angle of described sheer pole;
Described sheer pole and cross tube are square steel pipe, and described horizontal cross brace is specially steel band.
Preferably, between the two adjacent cross tubes that described upper horizontal coupled is, be provided with ribs, between two adjacent upper chords, be provided with ribs; Between the two adjacent sheer poles that described lower horizontal coupled is, be provided with ribs, between two adjacent lower chords, be provided with ribs; And described ribs is that cross section is the FRP beam of rectangle or I shape.
Preferably, the plane both sides that corresponding two straight web members of adjacent longitudinal purlin sheet form are also provided with horizontal bridging, the arranged in a crossed manner and infall setting of the horizontal bridging of both sides and the steel cushion block that both are all weldingly connected;
Described horizontal bridging is specially steel band, and described horizontal bridging surface is pasted with described FRP structure.
Preferably, the quantity of described bridge deck is polylith, and arranged side by side along spanning direction, and every bridge deck are 2 meters along the width of spanning, and its length is identical with the width of bridge, between every two adjacent bridge deck, has the gap of 2 centimetres;
And on the upper surface of described upper chord, be welded with shear connector, and described shear connector surface is pasted with described FRP structure, the pre-embedded steel slab welding of described shear connector and bridge deck.
Preferably, described bridge deck periphery adopts epoxide-resin glue pressure injection full, and described bridge deck upper surface is equipped with described FRP structure.
With existing prestressed concrete T beam bridge structure, compare with the superimposed bridge construction of steel truss-concrete slab, the main beneficial effect of the utility model is:
(1) steel truss can be realized batch production manufacture, in factory process size, be no more than unit, wide 3.5 meters * high 5 meters * long 15 meters of left and right, being transported to on-the-spot spelling becomes lifting elements to install again, on-the-spot work greatly reduces, steel work is deposited the beam time and is not limited, and has greatly improved construction quality and efficiency of construction.Can realize bridge industrialized construction.
(2) compare with prestressed concrete T beam bridge structure, the ribs of the steel truss prestressed concrete bridge panel combination bridge that the utility model provides is FRP beam, FRP beam density is little, and the intensity of steel work outsourcing FRP beam is high, cross section can reduce, greatly alleviating from anharmonic ratio concrete T-shaped beam of Steel Truss Beam, span ability improves ，Kua footpath greatly can reach 80 meters.In mountain area, can greatly reduce extra-high-speed bridge pier, increase compliance, thereby bring tremendous economic.
(3) compare with the superimposed bridge construction of steel purlin-concrete slab of the prior art, the surface of longitudinal purlin sheet of the steel truss of the steel truss prestressed concrete bridge panel combination bridge that the utility model provides and horizontal coupled system is coated with FRP structure, and be provided with FRP plate, form closed box-type section, when giving full play to steel truss tension and concrete anti-compression, greatly improved torsional rigidity and the shear resistance of bridge.
(4) compared with prior art, install in the steel truss prestressed concrete bridge panel combination bridge ，Ke Zheng hole that the utility model provides, and has greatly improved efficiency of construction.
(5) compared with prior art, the steel truss prestressed concrete bridge panel combination bridge that the utility model provides, FRP structure is pasted on its rod member surface, has solved steel structural rod piece corrosion problem, can realize non-maintaining or few maintenance operation stage.
(6) compared with prior art, the steel truss prestressed concrete bridge panel combination bridge that the utility model provides, is arranged on sticky FRP structure and bridge deck and is laid FRP structure by the surface at shear connector, has solved the corrosion problem of shear connector.
(7) by being welded on being welded to connect of shear connector on steel truss upper chord and bridge deck pre-embedded steel slab, and by the bonding connection of epoxide-resin glue being set between the top board in bridge deck and the formation of steel truss outsourcing FRP structure, form multimode syndeton, connect more reliable.
(8) between bridge deck, on infusion epoxy resin glue and bridge deck, lay fastness and the holistic resistant behavior that FRP structure has increased bridge deck.
(9) the FRP structure that between bridge deck, epoxide-resin glue and bridge deck top arrange, has solved the waterproof problem of bridge deck.
(10) bridge deck have adopted after FRP structure, and the cast-in-place leveling concrete construction in 10 centimetres of left and right of the second stage of dead load and thick 10 centimetres of left and right asphalt concrete pavement constructions add up to 20 centimetres and can thickly be thinned to 6-8 centimetre.
Accompanying drawing explanation
In order to be illustrated more clearly in the utility model embodiment or technical scheme of the prior art, to the accompanying drawing of required use in embodiment or description of the Prior Art be briefly described below, apparently, accompanying drawing in the following describes is only embodiment more of the present utility model, for those of ordinary skills, do not paying under the prerequisite of creative work, can also obtain according to these accompanying drawings other accompanying drawing.
The facade arrangement diagram of the steel truss prestressed concrete bridge panel combination bridge that Fig. 1 provides for the utility model embodiment;
The steel truss prestressed concrete bridge panel combination bridge layout plan that Fig. 2 provides for the utility model embodiment;
Fig. 3 is along the sectional view of A-A in Fig. 1;
Fig. 4 is along the sectional view of B-B in Fig. 1;
Fig. 5 is along the sectional view of C-C in Fig. 3;
Fig. 6 is along the sectional view of D-D in Fig. 3;
Fig. 7 is the horizontal profile along upper chord top of Fig. 6;
Fig. 8 is the horizontal profile along upper chord below of Fig. 6;
Fig. 9 is steel truss prestressed concrete bridge panel combination bridge pier beam consolidation elevation;
Figure 10 is steel truss prestressed concrete bridge panel combination bridge pier beam consolidation plan view;
Figure 11 is along the sectional view of A-A in Fig. 9;
Figure 12 is along the sectional view of B-B in Fig. 9;
Figure 13 is along the sectional view of C-C in Fig. 9;
Figure 14 is that pier beam consolidation is arranged bearing elevation across plan view Dun Ding;
Figure 15 is the A-A sectional view of Figure 14;
Figure 16 is that pier beam consolidation is arranged bearing plan view across plan view Dun Ding;
In accompanying drawing, mark is as follows:
Horizontal coupled system, the upper horizontal coupled of 6-system, the horizontal bridging of 7-, 8-horizontal cross brace, 9-base plate, 10-web, 11-top board, 12-ribs, 13-web ribs, 14-bridge deck, 15-shear connector, 16-bridge pier, 17-pier top diaphragm, 18-bearing, 19-FRP structure under 1-lower chord, 2-upper chord, the straight web member of 3-, 4-diagonal web member, 5-.
The specific embodiment
The purpose of this utility model is to provide a kind of steel truss prestressed concrete combined bridge, and its steel structural rod piece is difficult for corrosion, and maintenance cost is lower.
Below in conjunction with the accompanying drawing in the utility model embodiment, the technical scheme in the utility model embodiment is clearly and completely described, obviously, described embodiment is only the utility model part embodiment, rather than whole embodiment.Embodiment based in the utility model, those of ordinary skills are not making the every other embodiment obtaining under creative work prerequisite, all belong to the scope of the utility model protection.
Refer to Fig. 1-Fig. 4, the steel truss prestressed concrete bridge panel combination bridge that the utility model provides, comprises steel truss and is laid on the bridge deck 14 on described steel truss;
Wherein steel truss comprise a plurality of longitudinal purlin sheets of arranging along spanning direction arranged side by side and be separately positioned on two horizontal coupled systems described longitudinal Heng Pian top and bottom and that be arranged in parallel go up horizontal coupled be 6 and lower horizontal coupled be 5, longitudinally the component surface of purlin sheet is pasted with FRP structure 19, and longitudinally Heng Pian left surface and right surface are equipped with FRP structure 19 and form webs 10; Upper horizontal coupled is that the surface of 6 member is pasted with FRP structure 19, and upper and lower surface is equipped with FRP structure 19 and forms top boards 11; Lower horizontal coupled is that the surface of 5 member is pasted with FRP structure 19, and upper and lower surface is equipped with FRP structure 19 and forms base plates 9;
Wherein, FRP structure 19 comprises that two surfaces of FRP woven roving and FRP woven roving are all pasted with the chopped felt of FRP, are pasted and are solidify to form described FRP structure 19 by cementing agent between FRP woven roving and the chopped felt of described FRP.Cementing agent can be epoxide-resin glue.When FRP structure 19 is set on member, first coated with adhesive on the surface of member, then pastes the chopped felt of FRP, then coated with adhesive, then pastes FRP woven roving, then coated with adhesive, then pastes the chopped felt of FRP, repeats.
Wherein FRP is Fiber Reinforced Polymer english abbreviation, i.e. fibre reinforced composites.When adopting glass fiber, fibre reinforced composites are called GFRP(Glass Fiber Reinforced Polymer, the normal glass fiber reinforced plastic that claims), when adopting carbon fiber, fibre reinforced composites are called CFRP(Carbon Fiber Reinforced Polymer, carbon fibre reinforced composite), and GFRP and CFRP be referred to as FRP.Glass fiber tensile strength 1000MPa left and right, epoxide-resin glue tensile strength 60MPa left and right, GFRP structure 19 intensity that form after glass fiber and epoxy resin glue can reach 300MPa left and right and approach with the intensity of steel work.
Wherein, longitudinally purlin sheet can comprise the upper chord 2 along spanning direction arranged side by side, lower chord 1 parallel with upper chord 2 and that be arranged at upper chord 2 belows, that be all connected with lower chord 1 with upper chord 2 and all vertically disposed straight web member 3 with that be all connected with lower chord 1 with upper chord 2 and with the angled diagonal web member 4 of straight web member 3 tool.
Wherein, the FRP structure 19 that is coated on component surface in the utility model can only comprise one deck FRP woven roving, and one deck FRP woven roving two surfaces are provided with the chopped felt of one deck FRP, between the chopped felt of FRP woven roving and FRP, mutually by epoxide-resin glue, paste successively and form an integral body.Being laid on surperficial FRP structure 19 can two-layer FRP woven roving, and between two-layer FRP woven roving and the surface away from the other side of two-layer FRP woven roving is respectively arranged with the chopped felt of one deck FRP, between the chopped felt of FRP woven roving and FRP, mutually by epoxide-resin glue, pastes successively and form an integral body.
It should be noted that to there is steel member anticorrosion, FRP structure 19 antirust and bridge deck water-proof comprises one deck FRP woven roving, there is the FRP structure 19 that strengthens intensity and comprise two layers or more multi-layered FRP woven roving, specifically can be by structure stress calculative determination.
Preferably, upper chord 2, lower chord 1 and straight web member 3 are square steel pipe, and diagonal web member 4 is steel band; And described straight web member 3 and upper chord 2, lower chord 1 are all by being welded to connect; Pian Liangge side, described longitudinal purlin is provided with described diagonal web member 4, and diagonal web member 4 arranged crosswise of described longitudinal Heng Pian both sides and be 45 °, the infall setting of two diagonal web members 4 of intersection and the steel cushion block that both are all weldingly connected with the angle of described straight web member 3; The diagonal web member 4 that is positioned at longitudinal purlin sheet homonymy is parallel to each other, and the lateral surface of each parts of described longitudinal purlin sheet all at grade.Wherein, longitudinally the diagonal web member 4 of Heng Pian the same side is parallel to each other, i.e. monolateral be arrangeding in parallel.
Further, also comprise the web ribs 13 being all connected firmly with lower chord 1, upper chord 2, straight web member 3 and diagonal web member 4, web ribs 13 comprises that many are parallel to the longeron of upper chord 2 and lower chord 1 and the crossbeam that Duo Gen is parallel to described straight web member 3, and crossbeam and longeron are the FRP beam that cross section is rectangle or I shape.
It is 30 centimetres of steel bands that left and right thickness is 40 millimeter that diagonal web member 4 can adopt width, and accurate size is by the stressed calculative determination that needs of bridge construction.
Preferably, upper horizontal coupled is 6 to comprise the many cross tubes along bridge cross direction arranged side by side, and every cross tube two ends are all firmly connected with upper chord 2, upper horizontal coupled be 6 be provided with horizontal cross brace 8 above and below,
Upper horizontal coupled is horizontal cross brace 8 arranged crosswise of 6 both sides up and down and is 45 °, the infall setting of two horizontal cross braces 8 of intersection and the steel cushion block that both are all weldingly connected with the angle of described cross tube;
Lower horizontal coupled is 5 to comprise the many sheer poles along bridge cross direction arranged side by side, and every sheer pole two ends are all firmly connected with lower chord 1, lower horizontal coupled be 5 be provided with horizontal cross brace 8 above and below, and described lower horizontal coupled is horizontal cross brace 8 arranged crosswise of 5 both sides up and down and is 45 °, the infall setting of two horizontal cross braces 8 of intersection and the steel cushion block that both are all weldingly connected with the angle of described sheer pole;
Sheer pole and cross tube can be square steel pipe, and horizontal cross brace 8 can be specially steel band.
Wherein, horizontal cross brace 8 can be arranged in parallel for monolateral, and bridging at grade arranges by same angle of slope, simultaneously, the bridging on the member Jun Yuqi opposite of opposite side plane, into about 90Du angle, has guaranteed that each midpoint crossing place does not all need to disconnect, easy construction.Infall arranges steel cushion block, and intersection is integrally welded.Above horizontal coupled is 6 for example, and upper horizontal coupled is monolateral the be arrangeding in parallel of horizontal cross brace 8 of 6 upper surface.
Further, upper horizontal coupled is to be provided with ribs 12 between 6 two adjacent cross tubes, and is also provided with ribs 12 between two adjacent upper chords 2; Described lower horizontal coupled is to be provided with ribs 12 between 5 two adjacent sheer poles, and is also provided with ribs 12 between two adjacent lower chords 1; And described ribs 12Wei cross section is the FRP beam of rectangle or I shape.
Sheer pole and cross tube can adopt length be 50 centimetres with width be that 30 centimetres of thickness are that 20 millimeters of Plate Weldings are made ，Huo Wei iron and steel works approved products, accurate size is by the stressed calculative determination that needs of bridge construction.
The thickness of ribs 12 can be 20 millimeter, 100 centimetres of left and right of spacing of adjacent ribs 12, and accurate size is by the stressed calculative determination that needs of bridge construction.
Ribs can be pasted FRP plate up and down, and to be covered with horizontal coupled be surperficial hole.The thickness of FRP plate can be 5 millimeters, ribs can be not less than 3 millimeters by wall thickness, length is that 65 millimeters of width are the FRP square tube making of 65 millimeters, the gross thickness of ribs and FRP plate is 50 centimetres, formation and horizontal coupled are the bore hole stemming structure of consistency of thickness, guarantee the surfacing of base plate 9 or top board 11, made the FRP structure 19 of surface laying bonding stressed evenly.100 centimetres of left and right of spacing of adjacent ribs 12, accurate size is by the stressed calculative determination that needs of bridge construction.
The plane both sides that corresponding two straight web members 3 of adjacent longitudinal purlin sheet form are also provided with horizontal bridging 7, the arranged in a crossed manner and infall setting of the horizontal bridging of both sides and the steel cushion block that both are all weldingly connected; Laterally bridging 7 is specially steel band, and surface is pasted with FRP structure.
Wherein, two corresponding straight web members 3 of adjacent longitudinal purlin sheet, be adjacent longitudinal purlin sheet along two parallel straight web members 3 of bridge cross direction.Wherein the bridging of the plane both sides of two straight web member 3 formation can be mutually at an angle of 90.
Preferably, the quantity of bridge deck 14 is polylith, and arranged side by side along spanning direction, and every bridge deck 14 are 2 meters along the width of spanning, and its length is identical with the width of bridge, between every two adjacent bridge deck 14, has the gap of 2 centimetres; And on the upper surface of upper chord 2, be welded with shear connector 15, and be pasted with described FRP structure 19 on shear connector 15 surfaces, the pre-embedded steel slab welding of shear connector 15 and bridge deck 14.
Wherein bridge deck 14 peripheries adopt epoxide-resin glue pressure injection full, and described bridge deck 14 upper surfaces are equipped with FRP structure 19.
Can every bridge deck 14 be connected with steel truss by epoxide-resin glue and shear connector 15.The bridge deck 14 of polylith pour into transverse joint by epoxide-resin glue and upper laying FRP structure 19 is longitudinally connected.
The steel truss prestressed concrete bridge panel combination bridge that the utility model embodiment provides can be connected by two kinds of modes with bridge pier 16.First kind of way is pier beam consolidation.The second way for to arrange bearing 18 between bridge pier 16 tops and beam.
Referring to Fig. 9 to Figure 13 shows that first kind of way, bridge pier 16 tops and beam consolidation.
Referring to Figure 14, to Figure 16 shows that the second way, between bridge pier 16 tops and beam, bearing 18 is set.
Above pier top, pier top diaphragm 17 is set.Pier top diaphragm 17 adopts reinforced concrete structures, and its external surface is pasted one deck FRP structure 19 if desired, if desired vertical the and transverse prestress of stretch-draw on the diaphragm 17 of pier top.For reduction of erection time pier top diaphragm 17 also can adopt epoxy concrete structure.Bearing 18 is arranged under the straight web member 3 of sheer pole place steel truss of sway bracing.
When the steel truss prestressed concrete bridge panel combination bridge providing when the utility model is multispan, adopt freely-supported-structure continuous structure.Complete repeat again after the first bridge panel 14 first across operation carry out next across construction.Also can first complete freely-supported-structure continuous operation of full-bridge multispan FRP-steel truss composite construction case beam, then bridge deck 14 are installed.16, superstructure and bridge pier can arrange bearing 18 and form continuous girder bridge, and middle pier also can adopt pier beam consolidation to form continuous rigid frame bridge.Structural calculation need be adjusted according to loading procedure difference.
The steel truss prestressed concrete bridge panel combination bridge that the utility model provides, the tall and big pier beam consolidation that adopts in the time of 40 meters of pier, 30 meters to 50 meters across adopting thin-wall piers, and 60 meters to 80 meters across adopting two Thin-Wall Piers.Radius of horizontal curve hour adopt 30 meters to 50 meters across, when radius of horizontal curve is larger, adopt 60 meters to 80 meters across, bridge pier 16 height hour adopt 30 meters to 50 meters across, bridge pier 16 when highly larger, adopt 60 meters to 80 meters across.While adopting thin-wall piers, adjacent two across joint be arranged on truss internode place, second, the place ahead, thin-wall piers top.While adopting two Thin-Wall Piers adjacent two across joint be arranged on two Thin-Wall Piers centre positions.Two Thin-Wall Piers longitudinal pitches are generally a truss interval from 4 meters of left and right.The pier top diaphragm 17 arranging on pier beam consolidation Thin-Wall Piers top, pier top diaphragm 17 and Thin-Wall Piers and case beam are connected as a single entity.The vertical prestressing of pier top diaphragm 17 is embedded in the following 5 meters of positions to 8 meters of left and right of Dun Ding, adopts steel strand rope.By stretch-draw vertical prestressing, steel truss prestressed concrete bridge panel 14 combined bridges and bridge pier 16 are connected.Vertical prestressing is through bridge deck 14, at bridge floor stretch-draw anchor.
The steel truss prestressed concrete bridge panel combination bridge that the utility model provides, except middle pier Wai，Qi Yu pier higher primary school is in the time of 20 meters, generally at Dun Ding, bearing 18 is set, pier is high to be 20 meters and to time below 40 meters, should to check bridge pier 16 and be subject to pulling force, if desired at bridge pier 16 stretch-draw vertical prestressings.Place, shrinkage joint limit bridge pier 16 all arranges bearing 18.And at the Dun Ding of bridge pier 16, pier top diaphragm 17 is set.
One of centre bridge pier 16 in the steel truss prestressed concrete bridge panel combination bridge one that the utility model provides must adopt pier beam consolidation, if when pier height is shorter, bridge pier 16 adopts prestressed structure, pastes one deck FRP structure 19 outward if desired at pier.
All FRP structures 19 in the utility model all can embody and do preservative treatment.
In the utility model embodiment, also provide a kind of job practices concrete steps of steel truss prestressed concrete bridge panel combination bridge as follows:
S1: at produce in factory steel truss, the length of described longitudinal purlin sheet is 10 meters to 15 meters, the width that described horizontal coupled is is 4 to 5 meters, described steel truss laterally at least comprises 2 longitudinal purlin sheets;
Wherein, at produce in factory steel truss, the bridge of 30 meters to 80 meters, its steel truss height can be 3 meters to 5 meters, the longitudinal interval of steel truss can be 3 meters to 5 meters, and the 2 wide bridges in 12 meters, track arrange 4 longitudinal purlin sheets, longitudinally purlin sheet spacing 3 meter ， factories complete steel truss construction according to Construction of Steel Structure method.When traffic condition is subject in limited time, steel truss is longitudinally by 10 to 15 meters, and horizontal 3.5 meters of sectional making ，Bing factories complete assembled in advance.When lifting condition is subject in limited time, horizontal 3.5 meter Kuan both sides steel truss is made as lifting elements, referring to Fig. 3, containing 2 longitudinal purlin sheets, install at the middle steel truss sheer pole of 2 meters, steel truss cross tube, horizontal bridging 7 and horizontal cross brace 8 scene after lifting elements completes.When lifting condition is not subject in limited time, horizontal 3.5 meter Kuan both sides steel truss is whole across lifting again after spelling at the scene as delivery unit.
S2: paste FRP structure 19 on the surface of all rod members of the steel truss completing;
Wherein ， factory completes outsourcing stickup one deck FRP structure 19 on all rod members of steel truss and does waterproof, antirust and preservative treatment.During sectional making, one deck FRP structure 19 is pasted in joint outsourcing after completing joint.
S3: ribs 12 and web ribs 13 are installed, on ribs and web ribs 13, paste FRP plate, FRP plate is pasted in the gap between the rod member that longitudinally purlin sheet and upper and lower horizontal coupled are, lays the FRP structure 19 that contains 2 to 3 layers of FRP woven roving and form web on surface, described longitudinal Heng Pian left and right sides; At steel truss lower chord 1 and lower horizontal coupled, being that 5 upper and lower surfaces are laid the FRP structure 19 formation base plates that contain 2 to 3 layers of FRP woven roving, is that 6 upper and lower surfaces are laid FRP structures 19 formation top boards at steel truss upper chord 2 and upper horizontal coupled;
Wherein, longitudinally on surface, the Heng Pian left and right sides, laying stickup one deck FRP structure 19 formation webs.At steel truss lower chord 1 and lower horizontal coupled, be that stickup one deck FRP structure 19 formation base plates 9 are laid in 5 external surface both sides.At steel truss upper chord 2 and upper horizontal coupled, be that stickup one deck FRP structure 19 formation top boards 11 are laid in 6 external surface both sides.It can, at the FRP-of produce in factory steel truss composite construction case beam, be single case three cell structures referring to Fig. 4 that base plate 9, web 10 and top board 11 form.During sectional making, horizontal 3.5 meter Kuan both sides steel truss is made to FRP-steel truss composite construction case beam as lifting elements.During sectional making, one deck FRP structure 19 is pasted in 50 centimetres of joints after completing joint.Middle 2 meters of steel truss sheer poles and cross tube, laterally bridging 7 and horizontal cross brace 8 are installed at the scene, then complete corresponding outsourcing FRP structure 19 and work.
S4: precast concrete bridge deck 14, and complete the prestressed stretch-draw of concrete slab 14.
S5: laterally at least comprise that the steel truss of 2 longitudinal purlin sheets and concrete slab 14 are transported to bridge construction scene by what machine, steel truss and horizontal coupled Xi，Bing joint outsourcing FRP structure 19 described in Assembling multistage.
Component conveying and spelling comprise: by unit or component conveying, to on-the-spot, steel truss is during longitudinally by 10 to 15 meters of horizontal 3.5 meters of sectional makings, and scene becomes whole to spelling in length and breadth, complete the work such as vertical transverse joint welding, anticorrosion and outsourcing FRP structure 19.When laterally framing lifts, on-the-spot longitudinally spelling becomes whole, completes the work such as landing edge welding, anticorrosion and outsourcing FRP structure 19, has on the highway of many bridge blocks, in the good highway location concentrated setting Yi Ge spelling factory of traffic condition, with Beam transportation vehicle, lifting part is transported to on-the-spot installation.
S6: set up steel truss to desired location.
Wherein, full span erection FRP-steel truss composite construction case beam is in place.Laterally during framing lifting, framing lifting FRP-steel truss composite construction case beam is in place, and horizontal connection construction completes the work such as transverse joint welding, anticorrosion and outsourcing FRP structure 19.
S7: bridge deck 14 are installed, and at steel truss upper surface and bridge deck 14 soffit brushwork epoxy resin glue, bridge deck 14 are accurately in place welds shear connector 15 and bridge deck 14 pre-embedded steel slabs after tightening set bolt; By epoxide-resin glue and shear connector 15, every bridge deck 14 are connected with steel truss, the seam of reserved 2 centimetres between adjacent bridge panel 14 plates, and in seam infusion epoxy resin glue, after bridge deck 14 plate periphery epoxide-resin glue pressure injections are full, at bridge deck 14 upper surfaces, lay the FRP structure 19 that contains 1 to 2 layer of FRP woven roving.
Wherein, install prefabricated bridge 14 in place after, at FRP-steel truss composite construction case upper surface and bridge deck 14 soffit brushings specialty epoxide-resin glues, bridge deck 14 are accurately in place welds shear connector 15 and the reserved steel plate of bridge deck 14 after tightening set bolt.By epoxide-resin glue and shear connector 15, every bridge deck 14 are connected with FRP-steel truss composite construction case.Between bridge deck 14 plates, in 2 centimetres of transverse joints, pour into FRP specialty epoxide-resin glue, after pressure injection is full, at bridge deck 14 upper surfaces, lay one deck FRP structure 19, bridge deck 14 are longitudinally connected.
S8: at bridge deck 14 upper surface brushing specialty epoxide-resin glues, 2 layers of every bed thickness of making are the bituminous concrete of 3～4 centimetres successively, and the rubble diameter in bituminous concrete is 10～13 millimeters.
When being multispan bridge, multispan bridge connects and pier beam connection construction, during the construction of multispan freely-supported-structure Continuous Bridge, complete carry out again after a bridge panel 14 next across construction.Also can first complete the continuous operation of full-bridge multispan steel truss, then bridge deck 14 are installed.16, superstructure and bridge pier can arrange bearing 18 and form continuous girder bridge, and middle pier also can adopt pier beam consolidation to form continuous rigid frame bridge.Structural calculation need be according to loading procedure adjustment.
All member Jun factory of the present embodiment steel truss prestressed concrete bridge panel combination bridge manufactures and has realized bridge industrialized construction.Transportation and installation component are FRP-steel purlin skeleton complex case shape structure, and from heavy and light, span ability improves greatly, reduce extra-high-speed bridge pier 16, have increased compliance, thereby have brought tremendous economic.Steel truss purlin sheet and upper bottom lateral bracing outsourcing FRP structure, form steel epistasis skeleton FRP top board, base plate 9 and web and form closed box-type section, when giving full play to steel truss tension and concrete anti-compression, greatly improved torsional rigidity and shear resistance.To overall performance, greatly improve in length and breadth.Install in the whole hole of bridge, has greatly improved efficiency of construction.By rod member outsourcing FRP structure and structure outsourcing FRP structure, thoroughly solved steel structural rod piece corrosion problem, can realize non-maintaining or few maintenance operation stage.By outsourcing FRP structure and bridge floor upper berth FRP structure, solved the corrosion problem of shear connector 15.FRP-steel purlin skeleton case beam and prestressed concrete bridge panel are connected to shear connector 15 and are connected with the multimode interface of epoxide-resin glue therebetween and are connected, and interface connects more reliable.The FRP structure that between bridge deck, epoxide-resin glue and bridge deck top arrange has increased the globality of bridge deck.The FRP structure that between bridge deck, epoxide-resin glue and bridge deck top arrange, has thoroughly solved the waterproof problem of bridge deck.2 sheet elements of steel truss diagonal web member 4, the horizontal bridging 7 of steel truss and steel truss horizontal cross brace 8 all adopt steel band, and homonymy arranges the monolateral method to set up of a slice, have guaranteed that infall does not all need to disconnect, easy construction.Under the main stressed straight web member 3 of member steel truss lower chord 1, steel truss upper chord 2, steel truss of steel truss, steel truss, on horizontal-associate and steel truss, horizontal-associate adopts box-type section, measure-alike, has facilitated construction.Described box-type section is made large section section bar by iron and steel works' hot rolling technology, and welding steel ribs is set in described section bar, then adopts a block plate and the section bar that is provided with ribs to be welded to form described box-type section.Being welded to form described box-type section technique with employing four block plates compares, reduced twice casing weld seam, the rod member box sizes precision such as steel truss lower chord 1, steel truss upper chord 2, the straight web member 3 of steel truss, sheer pole and cross tube have been improved, greatly accelerated construction speed, be easy to construction control, reduce welding deformation and improved construction quality.The middle pier pier beam consolidation of one bridge has overcome wriggling and bearing 18 shear strains that are positioned at bridge on longitudinal gradient and horizontal curve.The one above high pier in 40 meters, middle part adopts pier beam consolidation to save bearing 18.The above advantage of the present embodiment steel truss prestressed concrete bridge panel combination bridge has overcome the deficiency of prior art prestressed concrete simply supported T-beam bridge and steel truss-concrete slab superposed beam.
In this manual, each embodiment adopts the mode of going forward one by one to describe, and each embodiment stresses is the difference with other embodiment, between each embodiment identical similar part mutually referring to.
Above-mentioned explanation to the disclosed embodiments, makes professional and technical personnel in the field can realize or use the utility model.To the multiple modification of these embodiment, will be apparent for those skilled in the art, General Principle as defined herein can, in the situation that not departing from spirit or scope of the present utility model, realize in other embodiments.Therefore, the utility model will can not be restricted to these embodiment shown in this article, but will meet the widest scope consistent with principle disclosed herein and features of novelty.
Claims (9)
1. a steel truss prestressed concrete bridge panel combination bridge, comprises steel truss and is laid on the bridge deck (14) on described steel truss;
Described steel truss comprises a plurality of longitudinal purlin sheets of arranging along spanning direction arranged side by side and is separately positioned on two horizontal coupled systems described longitudinal Heng Pian top and bottom and that be arranged in parallel goes up horizontal coupled system (6) and lower horizontal coupled system (5), it is characterized in that
The component surface of described longitudinal purlin sheet is pasted with FRP structure (19), and longitudinally Heng Pian left surface and right surface are equipped with FRP structure (19) and form web (10); The surface of the member of described upper horizontal coupled system (6) is pasted with FRP structure (19), and upper and lower surface is equipped with FRP structure (19) formation top board (11); The surface of the member of described lower horizontal coupled system (5) is pasted with FRP structure (19), and upper and lower surface is equipped with FRP structure (19) formation base plate (9);
Wherein, described FRP structure (19) comprises that two surfaces of FRP woven roving and described FRP woven roving are all pasted with the chopped felt of FRP, are pasted and are solidify to form described FRP structure (19) by cementing agent between described FRP woven roving and the chopped felt of described FRP.
2. steel truss prestressed concrete bridge panel combination bridge according to claim 1, it is characterized in that, described longitudinal purlin sheet comprise the upper chord along spanning direction arranged side by side (2), parallel with described upper chord (2) and be arranged at described upper chord (2) below lower chord (1), be all connected with lower chord (1) with described upper chord (2) and all vertically disposed straight web member (3) be all connected with lower chord (1) with described upper chord (2) and with the angled diagonal web member of described straight web member (3) tool (4).
3. steel truss prestressed concrete bridge panel combination bridge according to claim 2, is characterized in that, described upper chord (2), lower chord (1) and straight web member (3) are square steel pipe, and described diagonal web member (4) is steel band; And described straight web member (3) and upper chord (2), lower chord (1) are all by being welded to connect; Pian Liangge side, described longitudinal purlin is provided with described diagonal web member (4), and diagonal web member (4) arranged crosswise of described longitudinal Heng Pian both sides and be 45 °, the infall setting of two diagonal web members (4) of intersection and the steel cushion block that both are all weldingly connected with the angle of described straight web member (3); The diagonal web member (4) that is positioned at described longitudinal purlin sheet homonymy is parallel to each other, and the lateral surface of each parts of described longitudinal purlin sheet all at grade.
4. steel truss prestressed concrete bridge panel combination bridge according to claim 2, it is characterized in that, also comprise the web ribs (13) being all connected firmly with described lower chord (1), upper chord (2), straight web member (3) and diagonal web member (4), described web ribs (13) comprises that many are parallel to the longeron of described upper chord (2) and lower chord (1) and the crossbeam that Duo Gen is parallel to described straight web member (3), and described crossbeam and longeron are the FRP beam that cross section is rectangle or I shape.
5. steel truss prestressed concrete bridge panel combination bridge according to claim 2, it is characterized in that, described upper horizontal coupled system (6) comprises the many cross tubes along bridge cross direction arranged side by side, and the two ends of every cross tube are all firmly connected with upper chord (2), described upper horizontal coupled system (6) is provided with horizontal cross brace (8) above and below
Horizontal cross brace (8) arranged crosswise of the both sides up and down of upper horizontal coupled system (6) and be 45 °, the infall setting of two horizontal cross braces (8) of intersection and the steel cushion block that both are all weldingly connected with the angle of described cross tube;
Described lower horizontal coupled system (5) comprises the many sheer poles along bridge cross direction arranged side by side, and every sheer pole two ends are all firmly connected with lower chord (1), described lower horizontal coupled system (5) is provided with horizontal cross brace (8) above and below, and horizontal cross brace (8) arranged crosswise of the both sides up and down of described lower horizontal coupled system (5) and be 45 °, the infall setting of two horizontal cross braces (8) of intersection and the steel cushion block that both are all weldingly connected with the angle of described sheer pole;
Described sheer pole and cross tube are square steel pipe, and described horizontal cross brace (8) is specially steel band.
6. steel truss prestressed concrete bridge panel combination bridge according to claim 5, it is characterized in that, between the two adjacent cross tubes of described upper horizontal coupled system (6), be provided with ribs (12), between adjacent two upper chords (2), be provided with ribs (12); Between the two adjacent sheer poles of described lower horizontal coupled system (5), be provided with ribs (12), between adjacent two lower chords (1), be provided with ribs (12); And described ribs (12) for cross section be the FRP beam of rectangle or I shape.
7. steel truss prestressed concrete bridge panel combination bridge according to claim 1, it is characterized in that, the plane both sides that corresponding two straight web members (3) of adjacent longitudinal purlin sheet form are also provided with horizontal bridging (7), the arranged in a crossed manner and infall setting of the horizontal bridging of both sides and the steel cushion block that both are all weldingly connected;
Described horizontal bridging (7) is specially steel band, and described horizontal bridging (7) surface is pasted with described FRP structure (19).
8. steel truss prestressed concrete bridge panel combination bridge according to claim 1, it is characterized in that, the quantity of described bridge deck (14) is polylith, and arranged side by side along spanning direction, and every bridge deck (14) are 2 meters along the width of spanning, its length is identical with the width of bridge, between every adjacent two bridge deck (14), has the gap of 2 centimetres;
And on the upper surface of described upper chord (2), be welded with shear connector (15), and described shear connector (15) surface is pasted with described FRP structure (19), the pre-embedded steel slab welding of described shear connector (15) and bridge deck (14).
9. steel truss prestressed concrete bridge panel combination bridge according to claim 8, is characterized in that, described bridge deck (14) periphery adopts epoxide-resin glue pressure injection full, and described bridge deck (14) upper surface is equipped with described FRP structure (19).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320398559.5U CN203393600U (en) | 2013-07-04 | 2013-07-04 | Steel truss and prestressed concrete bridge deck slab combined bridge |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201320398559.5U CN203393600U (en) | 2013-07-04 | 2013-07-04 | Steel truss and prestressed concrete bridge deck slab combined bridge |
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| CN203393600U true CN203393600U (en) | 2014-01-15 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103306189A (en) * | 2013-07-04 | 2013-09-18 | 重庆交通大学 | Steel truss-prestressed concrete bridge deck combined bridge girder and construction method thereof |
| CN111501532A (en) * | 2020-04-26 | 2020-08-07 | 长安大学 | Assembled box girder bridge and earthquake-resistant structure thereof |
-
2013
- 2013-07-04 CN CN201320398559.5U patent/CN203393600U/en not_active Withdrawn - After Issue
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103306189A (en) * | 2013-07-04 | 2013-09-18 | 重庆交通大学 | Steel truss-prestressed concrete bridge deck combined bridge girder and construction method thereof |
| CN103306189B (en) * | 2013-07-04 | 2015-06-10 | 重庆交通大学 | Steel truss-prestressed concrete bridge deck combined bridge girder and construction method thereof |
| CN111501532A (en) * | 2020-04-26 | 2020-08-07 | 长安大学 | Assembled box girder bridge and earthquake-resistant structure thereof |
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