CN103669194A - Continuous rigid frame bridge based on steel truss-concrete slab composite beam - Google Patents

Abstract

The invention discloses a continuous rigid frame bridge based on a steel truss-concrete slab composite beam. The continuous rigid frame bridge comprises a bridge substructure and the steel truss-concrete slab composite beam supported by the bridge substructure. The steel truss-concrete slab composite beam comprises a steel truss and a concrete bridge deck which is laid over the steel truss. The steel truss comprises one or more steel truss units; each steel truss unit is an inverted-triangle truss girder, wherein the inverted-triangle truss girder is composed of two upper chords, a lower chord, a left line of diagonal web members and a right line of diagonal web members, each upper chord comprises a first horizontal steel plate and a plurality of first vertical perforated steel plates evenly laid on the first horizontal steel plate, an upper chord transverse connecting system connected between the two upper chords comprises a plurality of upper chord transverse connecting pieces, and each upper chord transverse connecting piece comprises a second horizontal steel plate and a plurality of second vertical perforated steel plates evenly laid on the second horizontal steel plate. The continuous rigid frame bridge is simple in structure, reasonable in design, convenient to construct, good in stress performance, good in using effect and capable of effectively solving various problems existing in an existing continuous rigid frame bridge.

Description

Continuous rigid frame bridge based on steel truss-concrete slab compound beam

Technical field

The present invention relates to a kind of continuous rigid frame bridge, especially relate to a kind of continuous rigid frame bridge based on steel truss-concrete slab compound beam.

Background technology

Continuous rigid frame bridge is the bridge construction form of China's main flow at present, wherein take prestressed concrete girder combined with steel reinforced concrete bridge pier structure form as main.But it is high that prestressed concrete continuous rigid-framed bridge dead load accounts for total load ratio, low bearing capacity, form of structure is single, and cyclic utilization rate is low.Along with the further increasing of bridge span, the shared ratio of mobile load internal force reduces, and difficulty of construction strengthens, and this and bridge are disagreed across light-duty development trend greatly.

The in the situation that of equal span same structure system, if adopt concrete filled steel tube space truss combined continuous rigid frame bridge, its supporting capacity utilization factor can enlarge markedly, and than prestressed concrete continuous rigid-framed bridge, increases 30% left and right.Concrete filled steel tube space truss combined continuous rigid frame bridge is usingd main couple as main spandrel girder, and main couple is mainly spliced by concrete filled steel tube rod member.Concrete filled steel tube refers to the structure forming after fill concrete in steel pipe, and steel and concrete bi-material make up weakness each other mutually, give full play to strong point each other, makes it have very high bearing capacity and good mechanical property.Concrete filled steel tube is used for to girder system, from structure and stressed consideration, can make full use of tensile property and the concrete compressive property of steel pipe, therefore concrete filled steel tube both can be used as compression member, can combine or utilize again the tensile strength of steel pipe itself as tension member with prestressing; On material usage, although common iron amount ratio is more, prestress steel material use quantity significantly declines, and the reinforcement of concrete figureofmerit significantly declines, and the three-dimensional system of utilizing rod member to form, can greatly save material, alleviate deadweight; From the viewpoint of construction, steel pipe can double as template, make easy construction quick, and concrete filled steel tubular member can carry out standardized designs, realize the precast assembly of girder truss sections, bridging equipment and temporary construction facility are all very simple simultaneously, and construction safety is reliable, add that lightness due to superstructure causes the lightness of substructure, its technical economic benefit is more remarkable.In addition, concrete pier of steel tube is compared to reinforced concrete bridge pier, and bearing capacity is high, and ductility is good, and has saved a large amount of templates, simplifies construction, accelerates the duration.

To sum up, nowadays lack a kind of simple in structure, reasonable in design, easy construction and stress performance is good, result of use the is good continuous rigid frame bridge based on steel truss-concrete slab compound beam, the problem such as can effectively solve that the form of structure that existing continuous rigid frame bridge exists is single, low bearing capacity, difficulty of construction are larger.

Summary of the invention

Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of continuous rigid frame bridge based on steel truss-concrete slab compound beam is provided, it is simple in structure, reasonable in design, easy construction and stress performance is good, result of use is good, the problem such as can effectively solve that the form of structure that existing continuous rigid frame bridge exists is single, low bearing capacity, difficulty of construction are larger.

For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of continuous rigid frame bridge based on steel truss-concrete slab compound beam, it is characterized in that: comprise bridge substructure and be bearing in the steel truss-concrete slab compound beam on described bridge substructure, described bridge substructure comprises bridge pier and the abutment that described steel truss-concrete slab compound beam is supported, and described bridge pier and abutment are concrete structure; Described steel truss-concrete slab compound beam comprises and is vertical bridge to the steel truss of laying and is laid in the concrete slab directly over described steel truss, and described concrete slab is vertical bridge to laying; Described steel truss comprises and is one or morely vertical bridge to the steel truss unit of laying, and a plurality of described steel trusss unit is laid in same level from left to right along direction across bridge, the structure of a plurality of described steel trusss unit and size all identical and its be fastenedly connected and be integrated;

Described steel truss unit is for being supported in respectively the inverted triangular truss beam that the diagonal web member between upper chord forms described in lower chord and twice by twice upper chord, one lower chord and left and right two row, the described diagonal web member of every row includes the many diagonal web members of laying from front to back, described upper chord and lower chord are all vertical bridge to laying, described in twice, upper chord symmetry is laid in the left and right sides oblique upper of described lower chord, and upper chord connects as one by the described diagonal web member of two row described in described lower chord and twice; Described in twice, between upper chord, by the horizontal connection structure that winds up, connect, and described in twice, upper chord is all laid in same level with the horizontal connection structure that winds up; In a plurality of described steel trusss unit, one upper chord of adjacent two the described steel truss units shareds in left and right, connects by the horizontal connection structure of lower edge between the lower chord of adjacent two described steel truss unit, left and right; Described upper chord comprises horizontal steel plate one and a plurality of vertical open pore steel plate one being all laid on described horizontal steel plate one, and described horizontal steel plate one and a plurality of described vertical open pore steel plate one are all vertical bridge to laying; The described horizontal connection structure that winds up comprises that multiple tracks is the horizontal connector that winds up that direction across bridge is laid, the described horizontal connector that winds up comprises horizontal steel plate two and a plurality of vertical open pore steel plate two being all laid on described horizontal steel plate two, and described horizontal steel plate two and a plurality of described vertical open pore steel plate two are all direction across bridge and lay;

The horizontal connection structure that winds up between all upper chords in described steel truss and adjacent two upper chords forms beam string structure in lattice, described concrete slab is for building in the described lattice structural reinforced concrete structure that winds up, the longitudinal reinforcement one that cage of reinforcement one in described concrete slab comprises multiple tracks along vertical bridge to the hoop stirrup two of laying from front to back and multiple tracks is laid side by side along direction across bridge, described in multiple tracks, hoop stirrup two is all laid in same level, described in multiple tracks, longitudinal reinforcement one is all laid in same level, described in each, on vertical open pore steel plate one, all have the hole that a row passes for hoop stirrup two described in multiple tracks respectively, described in each, on vertical open pore steel plate two, have the hole that a row passes for longitudinal reinforcement one described in multiple tracks respectively, described vertical open pore steel plate one in described lattice in beam string structure, described vertical open pore steel plate two, longitudinal reinforcement one form for being connected described steel truss and are connected structure with the shearing resistance of concrete slab with hoop stirrup two.

The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab compound beam, is characterized in that: the quantity of described abutment is two, and two described abutments are bearing in respectively the below, rear and front end of described steel truss-concrete slab compound beam;

Described abutment comprises pile foundation one, is laid in the horizontal support platform in described pile foundation one and is laid on horizontal support platform and to steel truss unit and carry out spacing beam body locating part, the quantity of described beam body locating part is identical with the quantity of included steel truss unit in described steel truss, a plurality of described beam body locating parts along direction across bridge be laid in side by side in same level and its installation position corresponding one by one with the installation position of a plurality of described steel trusss unit in described steel truss respectively; The arranged outside of described beam body locating part has front lateral retaining wall, and described front lateral retaining wall is laid on horizontal support platform; Described pile foundation one comprises many root posts; Described beam body locating part comprise two symmetries be laid in the block of both sides, spacing steel truss unit, between two described blocks, leave for the beam body installing zone of spacing steel truss cellular installation, described beam body installing zone bottom be provided with for the bearing of spacing steel truss cellular installation, the lower chord horizontal support of spacing steel truss unit on bearing; Described concrete slab is being provided with a bed course above block and between itself and block; Described steel truss unit also comprises two groups of support type web members one that lay respectively at two described abutment supportings place, described in every group, support type web member one includes that two of left and right are symmetrical lays and be laid in the support type web member one on same vertical plane, and described support type web member one is laid with multiple tracks stiffening rib three for encased structures and its inside; Two described support type web members one described in every group in support type web member one are laid in respectively described in twice between upper chord and lower chord.

The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab compound beam, is characterized in that: the quantity of described bridge pier is a plurality of, and the structure of a plurality of described bridge piers is all identical; Described steel truss unit also comprises that multicomponent is not positioned at the support type web member two of a plurality of described bridge pier supporting place, described in every group, support type web member two includes that two of left and right are symmetrical lays and be laid in the support type web member two on same vertical plane, and described support type web member two is laid with multiple tracks stiffening rib four for encased structures and its inside; Two described support type web members two described in every group in support type web member two are laid in respectively described in twice between upper chord and lower chord;

The Y shape bridge pier that described bridge pier comprises pile foundation two, is laid in the horizontal cushion cap in described pile foundation two and is laid on horizontal cushion cap and steel truss unit is supported; The quantity of described Y shape bridge pier is identical with the quantity of included steel truss unit in described steel truss, a plurality of described Y shape bridge piers along direction across bridge be laid in side by side in same level and its installation position corresponding one by one with the installation position of a plurality of described steel trusss unit in described steel truss respectively; Described Y shape bridge pier comprises vertical main pier shaft and two oblique branch pier shafts that lay respectively at top, the vertical main pier shaft left and right sides, and described vertical main pier shaft and two described oblique branch pier shafts are steel case concrete structure; Institute's supporting steel truss unit is positioned at vertical main pier shaft top, the described support type web member two in two of left and right being positioned at directly over vertical main pier shaft is laid in respectively two described oblique branch pier shafts, and two described support type web members two are respectively the steel frame of two described oblique branch pier shafts and the two is built and be integrated with two described oblique branch pier shafts respectively; The lower chord of institute's supporting steel truss unit from vertical main pier shaft top by and itself and vertical main pier shaft build and be integrated.

The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab compound beam, it is characterized in that: two described oblique branch pier shafts in described Y shape bridge pier are symmetrical laying, be positioned at that two described support type web members two directly over vertical main pier shaft are symmetrical laying and the end face of the two is mutually concordant with the end face of two described oblique branch pier shafts respectively; The direction across bridge width of described vertical steel case one and oblique steel case two all reduces from the bottom to top gradually.

The above-mentioned continuous rigid frame bridge based on the combination of steel truss-concrete slab, is characterized in that: described vertical main pier shaft comprises vertical steel case one, be laid in a plurality of vertical stiffening rib on vertical steel case one inside wall, be a plurality ofly laid in from the bottom to top the diaphragm one of vertical steel case one inside and build the concrete structure one in vertical steel case one; Two described oblique branch pier shafts include oblique steel case two, be laid in a plurality of longitudinal stiffeners on oblique steel case two inside walls, be a plurality ofly laid in from the bottom to top the diaphragm two of oblique steel case two inside and build the concrete structure two in oblique steel case two; Before and after the top of described vertical steel case one, both sides all have the through hole that the lower chord for institute's supporting steel truss unit passes through;

A plurality of described diaphragms one are all level to laying, and the surrounding sidewall of a plurality of described diaphragms one is all weldingly fixed on the inside wall of vertical steel case one; The middle part of described diaphragm one has middle through-hole one, has a plurality of edges of boards tongue and grooves one that pass for a plurality of described vertical stiffening ribs respectively on described diaphragm one; A plurality of described diaphragms two are all vertical laying with the inside wall of institute installation position place oblique steel case two, and the surrounding sidewall of a plurality of described diaphragms two is all weldingly fixed on the inside wall of oblique steel case two; The middle part of described diaphragm two has middle through-hole two, has a plurality of edges of boards tongue and grooves two that pass for a plurality of described longitudinal stiffeners respectively on described diaphragm two.

The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab compound beam, it is characterized in that: the described diagonal web member of row of two in described steel truss unit is symmetrical laying, the equal indention of many described diagonal web members in the described diagonal web member of every row is laid, in described steel truss unit, described in twice, on upper chord, be provided with a plurality of upper tie points that join with diagonal web member upper end respectively, described in twice, on upper chord, set a plurality of described upper tie point is symmetrical laying and the multipair upper tie point connecting for the horizontal connector that winds up described in multiple tracks respectively of its composition, wind up described in the multiple tracks two ends of horizontal connector are connected on respectively on multipair described upper tie point, the lower chord of adjacent two described steel truss unit, left and right is for laying the adjacent twice lower chord in left and right at grade, and lower chord is laid in same level and it comprises that multiple tracks is the horizontal connector of lower edge of direction across bridge laying described in the horizontal connection structure of lower edge twice adjacent with left and right, described in the adjacent twice in left and right, on lower chord, be provided with a plurality of lower tie points that join with diagonal web member lower end respectively, described in the adjacent twice in left and right, on lower chord, set a plurality of described lower tie point is symmetrical laying and its and forms the multipair lower tie point connecting for the horizontal connector of lower edge described in multiple tracks respectively, and the two ends of the horizontal connector of lower edge are connected on respectively on multipair described lower tie point described in multiple tracks, respectively wind up in the described steel truss unit horizontal steel plate two of horizontal connector and the horizontal steel plate one of each upper chord is all laid on same plane, and the horizontal steel plate two of the horizontal steel plate one of upper chord by the horizontal connector that respectively winds up in the horizontal connection structure that winds up is fastenedly connected and is integrated described in adjacent twice.

The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab compound beam, is characterized in that: described lower chord is encased structures; Diagonal web member in described steel truss unit comprises two types of tension member or compression members, described tension member is empty steel pipe one or the inner empty steel pipe two that is provided with multiple tracks longitudinal stiffener, described compression member is reinforced diagonal web member, and described reinforced diagonal web member is encased structures; The diagonal web member that is positioned at supporting place of described bridge substructure in described steel truss unit is described reinforced diagonal web member.

The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab compound beam, is characterized in that: in described upper chord, the quantity of included vertical open pore steel plate one is three, and three described vertical open pore steel plates one are even laying; The described a plurality of described vertical open pore steel plate two winding up in horizontal connector is even laying; In the described horizontal connection structure that winds up, be positioned at supporting place of described bridge substructure described in the horizontal connector that winds up be reinforced horizontal connector, in described reinforced horizontal connector, the quantity of included vertical open pore steel plate two is 6～8; The horizontal connector that winds up described in the described horizontal connection structure that winds up except described reinforced horizontal connector is the horizontal connector of plain edition, and in the horizontal connector of described plain edition, the quantity of included vertical open pore steel plate two is three; Described in described reinforced horizontal connector, the width of horizontal steel plate two is greater than the width of horizontal steel plate two described in the horizontal connector of described plain edition;

In described lattice, in beam string structure, the upper chord of adjacent two the described steel truss units shareds in left and right is common type upper chord, and in described lattice, in beam string structure, the upper chord except described common type upper chord is plain edition upper chord; Spacing in described common type upper chord between adjacent two described vertical open pore steel plates one is greater than the spacing between adjacent two described vertical open pore steel plates one in described plain edition upper chord.

The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab compound beam, it is characterized in that: described cage of reinforcement one also comprises multiple tracks along vertical bridge to the hoop stirrup one of laying from front to back and multiple tracks is vertical bridge to the longitudinal reinforcement two of laying, hoop stirrup one is all laid on same plane and it is all direction across bridge and lays described in multiple tracks; In described lattice, the vertical open pore steel plate one of beam string structure meta in the leftmost side is the vertical open pore steel plate one in left side, and in described lattice, the vertical open pore steel plate one of beam string structure meta in the rightmost side is the vertical open pore steel plate one in right side; The U-stirrups that described hoop stirrup one is bottom opening, the two ends of described hoop stirrup one are weldingly fixed on respectively on the vertical open pore steel plate one of the vertical open pore steel plate one in described left side and described right side, the horizontal connector top of winding up described in described hoop stirrup one is positioned at; Described hoop stirrup two is laid in described in multiple tracks the periphery of longitudinal reinforcement two described in longitudinal reinforcement one and multiple tracks for remain silent stirrup and its, and described in longitudinal reinforcement one and per pass, longitudinal reinforcement two is all welded and fixed with hoop stirrup two described in multiple tracks and is integrated described in per pass; Described in multiple tracks, longitudinal reinforcement two is laid in respectively the plate face of concrete slab and place, the edge of a wing, and longitudinal reinforcement two is all welded and fixed and is integrated with hoop stirrup one described in multiple tracks described in per pass.

The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab compound beam, it is characterized in that: described horizontal support platform, column, front lateral retaining wall and block are reinforced concrete structure, the tie with reinforcing bar of described horizontal support platform, column, front lateral retaining wall and two described block inside is fixed as one, and horizontal support platform, column, front lateral retaining wall and two described blocks are all built and are integrated; Described block comprises sole piece and be positioned at the limited block on described sole piece, and the shape of cross section of described sole piece is rectangle, and the shape of cross section of described limited block is right-angled trapezium; The inside wall of described limited block is intilted inclined plane and it is by spacing steel truss unit being carried out to spacing beam body confined planes gradually from top to bottom; Between described beam body confined planes and institute spacing steel truss unit, be provided with limiting cushion block, in described beam body locating part, on the end face of two described blocks, be provided with limiting cushion block.

The present invention compared with prior art has the following advantages:

1, the steel truss-concrete slab compound beam adopting is concrete filled steel tube composite roof truss structure, and from heavy and light, span ability is strong and structural performance stable, compare with conventional steel girder truss, and simple structure, steel using amount is low, good in economic efficiency.

2, structural entity rigidity is large, and joint behavior is good, according to actual loading situation, determines in steel truss whether need fill concrete in each diagonal web member part; Wherein, in compression member, adopt concrete filled steel tubular member, can give full play to concrete filled steel tube compressive property, prevent steel pipe walls local buckling; In tension member, adopt concrete filled steel tubular member, can improve the strength and stiffness of truss; Equal fill concrete in the steel pipe of diagonal web member near the region that shearing is larger bearing position, has improved rigidity and the bearing capacity of Truss Joint, has reduced the stress concentration degree of node, has improved the anti-fatigue performance of steel truss.

3, adopt rectangular steel pipe girders sections, can effectively avoid round steel pipe panel point complex structure, roll, transport the defects such as inconvenient, be convenient to that factory normalization is made, Assembling And Welding sets up, can realize the conversion from empty steel pipe sections to steel pipe concrete segment according to each construction stage stressing conditions, thereby realize construction stage internal force and linear control and optimization, quality is easily controlled.

4, simple in structure, the reasonable in design and easy construction of institute's employing abutment, input cost is lower, is mainly reinforced concrete structure, and material source is extensive.And the result of use of institute's employing abutment is good and practical value is high, two set blocks are highly resistant to the effect of external load, increase girder stability, prevent that it from twisting, toppling.Abutment overall construction design is ingenious, reasonable stress, substrate pressure-bearing surface is large and stress is less, when girder truss is supported, also can carry out institute's sub-truss beam effectively spacing to prevent that it from twisting, toppling, economic benefit and social benefit are remarkable, and the applied widely and popularizing application prospect of this abutment is extensive, is not only applicable to steel truss girder bridge, is also applicable to steel box girder bridge.

5, the bridge pier structure that adopts simple, reasonable in design and construction cost is lower.And institute's employing bridge pier is tapered pier, sectional dimension diminishes gradually to Dun Ding at the bottom of by pier, and the quantity of corresponding stiffening rib from top to bottom reduces gradually according to force request; Bridge pier is reaching girder truss lower edge At The Height, the lower chord integral body of del Steel Truss Beam passes and is erected on bridge pier, and bridge pier is bifurcated herein, the double steel frame of doing the oblique bifurcated pier shaft of bridge pier of support type web member two of Steel Truss Beam, the bifurcation angle of bridge pier adapts with girder truss with height, makes bridge pier and steel-pipe concrete truss be combined into firm structure system.Employing perforate stiffening rib (being PBL stiffening rib) can effectively strengthen the lateral stability of outer steel pipe, and the corresponding structure shear resistance that significantly strengthens, and each ingredient of whole encased structures is closely linked to be to integral body simultaneously.Set perforate stiffening rib has not only improved the compressive strength of core concrete, strengthens the stability of tube wall; The effect that the stiffening rib of perforate has simultaneously served as shear key, makes steel pipe and concrete be linked to be integral body, has improved the compound action of Steel concrete.

6, the Bridge Pier Construction that adopts easy, result of use good and good mechanical performance, when steel truss-concrete slab compound beam is supported, can effectively increase bending resistance and the torsional rigidity of girder truss, increase substantially the stability of girder truss, bring into play the advantage of spatial triangle truss.

7, simple in structure, the reasonable in design and easy construction of institute's employing steel truss-concrete slab compound beam, input cost is lower, and stress performance is good, the mode that in the lattice that upper chord and the horizontal connecting rod that winds up form, beam string structure adopts open pore steel plate to wear tendon is resisted the shearing between bridge construction and is started power.Actually add man-hour, the processing and fabricating of steel truss is easy, can realize batch production production, welding and perforate convenient.Meanwhile, the form of structure of this steel truss-concrete slab compound beam is simple, and strong adaptability, and the hole-opening of open pore steel plate institute is nose circle shape, more easily adapt to various reinforcing bars in concrete hoop, bend up layout.

8, the result of use of institute's employing steel truss-concrete slab compound beam is good, open pore steel plate, concrete tenon and perforated rebar bundle that employing is fastened on horizontal steel plate are connected to become integral body by bottom load-carrying members (being steel truss) and concrete slab, improve structural integrity; Body structure surface (specifically concrete slab) layer of can asphalt mating formation, the effect of jointly resisting external load, improves the road-ability of bridge, strengthens the shear behavior of bridge.And, economic benefit and social benefit are high, open pore steel plate is both as shear connector, again a part for steel truss upper chord, design ingenious, reasonable stress, and steel utilization ratio is high, adopt open pore steel plate as connector, avoid the bolt connection piece that usage quantity is various, mounting cost is high, economy is better.Thereby, the technical scheme that this steel truss-concrete slab compound beam adopts utilizes steel truss upper chord to form shearing resistance connection structure with the open pore steel plate being laterally connected in system dexterously, bear in compound beam the shearing between steel truss and concrete slab and start power, avoiding a large amount of loaded down with trivial details bolts to connect operations.To sum up, the present invention adopt steel truss-concrete slab compound beam simple in structure, easy construction, stressed clear and definite and connect safe and reliable, result of use good, when widening PBL shear connector structure form and application, the defect such as can also effectively solve that the shear connector connecting elements quantity that existing steel truss-Concrete Composite Beam exists is many, construction inconvenience, efficiency of construction are lower, can effectively strengthen the combined effect in conjunction with joist steel purlin and concrete slab.

9, institute's employing steel truss-concrete slab compound beam is applied widely, also can promote and be applicable to steel case or steel reinforced concrete bondbeam.

10, the continuous rigid frame bridge whole construction process of constructing is easy, during practice of construction, first, analyze the stressing conditions of each rod member present position of steel truss, according to the concrete stressed fill concrete of whether dividing, wherein in lower chord, all need fill concrete, near support type web member bearing position, all need fill concrete; Secondly, construction bridge pier and abutment, and prefabricated concrete-filled steel tube truss sections is linked to be to steel truss (now upper chord is connected installation of system with the horizontal line that winds up) with empty steel pipe truss sections by welding, Abutment steel truss is supported on bearing, and main Dun Chu supports by the lower chord connecting and strengthen; Finally, on steel truss, weld upper chord and be connected system with the horizontal line that winds up, and assembling reinforcement skeleton one, lay on this basis concrete slab, by shearing resistance, connecting structure is fastenedly connected steel truss and concrete slab to be integrated, directly bear vehicle wheel load, and participate in whole stressed as a part for compound section.Thereby continuous rigid frame bridge that the present invention constructs forms continuous deck structure by building of the connection between steel pipe truss sections and reinforced concrete bridge deck plate.The continuous rigid frame bridge construction technique that this kind of mode is assembled into is simple, can unify to manufacture, install, and the reduction of erection time, and there is stronger bearing capacity, simple and reliable for structure, stress performance is good, and handsome in appearance.Meanwhile, the modularization degree of the continuous rigid frame bridge of constructing is high, is easy to assembledly, builds Loads of Long-span Bridges have significant advantage in area, valley, mountain area; Easy construction is quick, significant in bridge reconstruction in wartime and rescue and relief work.

In sum, the present invention is simple in structure, reasonable in design, easy construction and stress performance is good, result of use is good, the problem such as can effectively solve that the form of structure that existing continuous rigid frame bridge exists is single, low bearing capacity, difficulty of construction are larger.

Below by drawings and Examples, technical scheme of the present invention is described in further detail.

Accompanying drawing explanation

Fig. 1 is structural representation of the present invention.

Fig. 1-1 is for arranging the structural representation of transverse connection position steel truss-concrete slab compound beam in the embodiment of the present invention 1.

Fig. 1-2 is the structural representation that transverse connection position steel truss-concrete slab compound beam is not set in the embodiment of the present invention 1.

Fig. 1-3 are the structural representation of steel truss unit in the embodiment of the present invention 1.

Fig. 1-3-1 is the left view of Fig. 1-3.

Fig. 1-4 are the schematic top plan view of Fig. 1-3.

Fig. 1-4-1 is the structural representation of lower chord of the present invention.

Fig. 1-5 are the connection status schematic diagram between transverse connection of the present invention and upper chord.

Fig. 1-6 are for arranging the structural representation of transverse connection position concrete slab in the embodiment of the present invention 1.

Fig. 1-7 are not for arranging the structural representation of transverse connection position concrete slab in the embodiment of the present invention 1.

The structural representation that Fig. 1-8 are the vertical open pore steel plate two of the present invention.

Fig. 1-9-1 is the structural representation of longitudinal reinforcement one of the present invention.

Fig. 1-9-2 is the structural representation of hoop stirrup one of the present invention.

Fig. 1-9-3 is the structural representation of hoop stirrup two of the present invention.

Fig. 1-9-4 is the structural representation of hoop lacing wire of the present invention.

Fig. 1-9-5 is the structural representation of the vertical lacing wire of the present invention.

The side portion structure schematic diagram that Fig. 1-10 are concrete slab of the present invention.

Fig. 1-11 are the upward view of Fig. 1-10.

The structural representation that Fig. 2-1 is bridge pier of the present invention.

The structural representation that Fig. 2-2 are Y shape pier shaft of the present invention.

Fig. 2-3 are the A-A sectional view in Fig. 2-2.

Fig. 2-4 are the B-B sectional view in Fig. 2-2.

Fig. 2-5 are the C-C sectional view in Fig. 2-2.

Fig. 2-6 are the D-D sectional view in Fig. 2-2.

The structural representation that Fig. 3-1 is abutment of the present invention.

Fig. 3-2 are use state reference map of the present invention.

Fig. 3-3 are the top view of Fig. 3-1.

Fig. 3-4 are the right view of Fig. 3-1.

The bearing state schematic diagram that Fig. 3-5 are abutment of the present invention.

Fig. 4 is the structural representation of steel truss in the embodiment of the present invention 2.

Fig. 5 is the installation position schematic diagram of bridge pier supporting place support type web member two of the present invention.

Fig. 6 is the installation position schematic diagram of abutment supporting place support type web member one of the present invention.

Description of reference numerals:

1-steel truss-concrete slab compound beam; 1-1-steel truss unit;

1-1-1-upper chord; 1-1-2-lower chord; 1-1-3-diagonal web member;

1-1-4-horizontal connection structure winds up;

The horizontal connection structure of 1-1-5-lower edge; 1-1-6-support type web member one;

1-1-7-support type web member two; 1-2-concrete slab;

1-3-1-vertical open pore steel plate one; 1-3-2-vertical open pore steel plate two;

1-4-1-longitudinal reinforcement one; 1-4-2-longitudinal reinforcement two; 1-4-3-hoop stirrup one;

1-4-4-hoop stirrup two; 1-4-5-vertical lacing wire; The lacing wire of 1-4-6-hoop;

1-5-1-outer steel pipe one; 1-5-2-stiffening rib one; 1-6-1-horizontal steel plate one;

1-6-2-horizontal steel plate two; 2-bridge pier; 2-2-Y shape pier shaft;

2-2-1-vertical main pier shaft; 2-2-2-oblique branch pier shaft; 2-2-3-vertical stiffening rib;

2-2-4-diaphragm one; 2-2-5-vertical steel case one; 2-2-6-middle through-hole one;

2-2-7-edges of boards tongue and groove one; 2-2-8-oblique steel case two; 2-2-9-longitudinal stiffener;

2-2-10-diaphragm two; 2-2-11-middle through-hole two;

2-2-12-edges of boards tongue and groove two; 2-3-horizontal cushion cap; 2-4-vertical pillar;

2-5-1-concrete structure one; 2-5-2-concrete structure two; 3-abutment;

3-1-horizontal support platform; 3-2-column; 3-3-front lateral retaining wall;

3-4-block; 3-5-bearing; 3-6-limiting cushion block;

3-8-ear wall; 4-bridge deck pavement.

The specific embodiment

Embodiment 1

A kind of continuous rigid frame bridge based on steel truss-concrete slab compound beam as shown in Figure 1, comprise bridge substructure and be bearing in the steel truss-concrete slab compound beam 1 on described bridge substructure, described bridge substructure comprises bridge pier 2 and the abutment 3 that described steel truss-concrete slab compound beam 1 is supported, and described bridge pier 2 and abutment 3 are concrete structure.

As shown in Fig. 1-1, Fig. 1-2, described steel truss-concrete slab compound beam 1 comprises and is vertical bridge to the steel truss of laying and is laid in the concrete slab 1-2 directly over described steel truss, and described concrete slab 1-2 is vertical bridge to laying.Described steel truss comprises and is one or morely vertical bridge to the steel truss unit 1-1 laying, a plurality of described steel truss unit 1-1 are laid in same level from left to right along direction across bridge, the structure of a plurality of described steel truss unit 1-1 and size all identical and its be fastenedly connected and be integrated.

In the present embodiment, in described steel truss, the quantity of included steel truss unit 1 is one.

In conjunction with Fig. 1-3, Fig. 1-3-1 and Fig. 1-4, described steel truss unit 1-1 is by twice upper chord 1-1-1, one lower chord 1-1-2 and left and right two row are supported in respectively the inverted triangular truss beam of the diagonal web member 1-1-3 composition between upper chord 1-1-1 described in lower chord 1-1-2 and twice, the described diagonal web member 1-1-3 of every row includes many diagonal web member 1-1-3 that lay from front to back, described upper chord 1-1-1 and lower chord 1-1-2 are all vertical bridge to laying, described in twice, upper chord 1-1-1 symmetry is laid in the left and right sides oblique upper of described lower chord 1-1-2, described in described lower chord 1-1-2 and twice, upper chord 1-1-1 connects as one by the described diagonal web member 1-1-3 of two row.Described in twice, between upper chord 1-1-1, by the horizontal connection structure 1-1-4 that winds up, connect, and described in twice, upper chord 1-1-1 is all laid in same level with the horizontal connection structure 1-1-4 that winds up.In a plurality of described steel truss unit 1-1, adjacent two the described steel truss unit 1-1 in left and right share one upper chord 1-1-1, between the lower chord 1-1-2 of adjacent two the described steel truss unit 1-1 in left and right, by the horizontal connection structure 1-1-5 of lower edge, connect.Described upper chord 1-1-1 comprises horizontal steel plate one 1-6-1 and a plurality of vertical open pore steel plate one 1-3-1 being all laid on described horizontal steel plate one 1-6-1, and described horizontal steel plate one 1-6-1 and a plurality of described vertical open pore steel plate one 1-3-1 are all vertical bridge to laying.The described horizontal connection structure 1-1-4 that winds up comprises that multiple tracks is the horizontal connector that winds up that direction across bridge is laid, the described horizontal connector that winds up comprises horizontal steel plate two 1-6-2 and a plurality of vertical open pore steel plate two 1-3-2 that are all laid on described horizontal steel plate two 1-6-2, and described horizontal steel plate two 1-6-2 and a plurality of described vertical open pore steel plate two 1-3-2 are all direction across bridge and lay.

In the present embodiment, a plurality of described vertical open pore steel plate two 1-3-2 are all laid on same plane and along the length direction of steel truss unit 1-1 and lay from front to back, and structure and the size of a plurality of described vertical open pore steel plate two 1-3-2 are all identical.All vertical open pore steel plate one 1-3-1 in described steel truss is all laid in same level, and the structure of all vertical open pore steel plate one 1-3-1 is all identical with size.

In the present embodiment, a plurality of described steel truss unit 1-1 are all laid in same level, and the upper chord 1-1-1 described in each in steel truss unit 1-1 and lower chord 1-1-2 are all level to laying.

In the present embodiment, the horizontal connection structure 1-1-4 that winds up between all upper chord 1-1-1 in described steel truss and adjacent two upper chord 1-1-1 forms beam string structure in lattice.

As Fig. 1-6, Fig. 1-7, shown in Fig. 1-9-1 and Fig. 1-9-3, described concrete slab 1-2 is for building in the described lattice structural reinforced concrete structure that winds up, longitudinal reinforcement one 1-4-1 that cage of reinforcement one in described concrete slab 1-2 comprises multiple tracks along vertical bridge to hoop stirrup two 1-4-4 that lay from front to back and multiple tracks is laid side by side along direction across bridge, described in multiple tracks, hoop stirrup two 1-4-4 are all laid in same level, described in multiple tracks, longitudinal reinforcement one 1-4-1 is all laid in same level, described in each, on vertical open pore steel plate one 1-3-1, all have the hole that a row passes for hoop stirrup two 1-4-4 described in multiple tracks respectively, described in each, on vertical open pore steel plate two 1-3-2, have the hole that a row passes for longitudinal reinforcement one 1-4-1 described in multiple tracks respectively.Described vertical open pore steel plate one 1-3-1 in described lattice in beam string structure, described vertical open pore steel plate two 1-3-2, longitudinal reinforcement one 1-4-1 form for being connected described steel truss and are connected structure with the shearing resistance of concrete slab 1-2 with hoop stirrup two 1-4-4.

During practice of construction, described in per pass, hoop stirrup two 1-4-4 are successively through the hole of opening on a plurality of described vertical open pore steel plate one 1-3-1 laying side by side, and longitudinal reinforcement one 1-4-1 is successively through the hole of opening on a plurality of described vertical open pore steel plate two 1-3-2 that lay side by side described in per pass.

In the present embodiment, the described diagonal web member 1-1-3 of in described steel truss unit 1-1 two row is symmetrical laying, the equal indention of many described diagonal web member 1-1-3 in the described diagonal web member 1-1-3 of every row is laid, in described steel truss unit 1-1, described in twice, on upper chord 1-1-1, be provided with a plurality of upper tie points that join with diagonal web member 1-1-3 upper end respectively, described in twice, the upper set a plurality of described upper tie point of upper chord 1-1-1 is symmetrical laying and the multipair upper tie point connecting for the horizontal connector that winds up described in multiple tracks respectively of its composition, wind up described in the multiple tracks two ends of horizontal connector are connected on respectively on multipair described upper tie point.

That is to say, described in the wind up quantity of horizontal connector of winding up described in multiple tracks in horizontal connection structure 1-1-4 identical with the quantity of the upper set a plurality of described upper tie points of upper chord 1-1-1 described in twice.

In the present embodiment, respectively wind up in described steel truss unit 1-1 horizontal steel plate two 1-6-2 of horizontal connector and horizontal steel plate one 1-6-1 of each upper chord 1-1-1 is all laid on same plane, and horizontal steel plate two 1-6-2s of horizontal steel plate one 1-6-1 of upper chord 1-1-1 by the horizontal connector that respectively winds up in the horizontal connection structure 1-1-4 that winds up are fastenedly connected and are integrated described in adjacent twice.

Actually add man-hour, described vertical open pore steel plate one 1-3-1 and described vertical open pore steel plate two 1-3-2 are the steel plate bar that middle part has a round hole.

In the present embodiment, described lower chord 1-1-2 is encased structures.As shown in Fig. 1-4-1, described lower chord 1-1-2 comprises outer steel pipe one 1-5-1 and builds the concrete structure three in described outer steel pipe one 1-5-1, on the inside wall of described outer steel pipe one 1-5-1, be laid with multiple tracks stiffening rib one 1-5-2, described in multiple tracks, stiffening rib one 1-5-2 is PBL stiffening rib, and stiffening rib one 1-5-2 is all weldingly fixed on the inside wall of described outer steel pipe one 1-5-1 and it is all laid along the central axial direction of described outer steel pipe one 1-5-1 described in multiple tracks.

In the present embodiment, described outer steel pipe one 1-5-1 and described outer steel pipe two are rectangular steel pipe.

During practice of construction, it is foursquare steel pipe that described outer steel pipe one 1-5-1 and described outer steel pipe two also can adopt round steel pipe or cross section.

In the present embodiment, diagonal web member 1-1-3 in described steel truss unit 1-1 comprises two types of tension member or compression members, described tension member is empty steel pipe one or the inner empty steel pipe two that is provided with multiple tracks longitudinal stiffener, described compression member is reinforced diagonal web member, and described reinforced diagonal web member is encased structures.

In practice of construction process, first according to force analysis, determine the stress of each root diagonal web member 1-1-3, and according to stress, diagonal web member 1-1-3 is divided into two types of tension member or compression members.

As Figure 1-5, a plurality of described vertical open pore steel plate one 1-3-1 described in per pass in upper chord 1-1-1 all with horizontal fastening being welded as a whole of each vertical open pore steel plate two 1-3-2 in connector described in multiple tracks, a plurality of described vertical open pore steel plate one 1-3-1 are elongated laying.

In the present embodiment, in described upper chord 1-1-1, the quantity of included vertical open pore steel plate one 1-3-1 is three, and three described vertical open pore steel plate one 1-3-1 are even laying.Described a plurality of described vertical open pore steel plate two 1-3-2 that wind up in horizontal connector are even laying.

In the described horizontal connection structure 1-1-4 that winds up, be positioned at supporting place of described bridge substructure described in the horizontal connector that winds up be reinforced horizontal connector, in described reinforced horizontal connector, the quantity of included vertical open pore steel plate two 3-2 is 6～8.The horizontal connector that winds up described in the described horizontal connection structure 1-1-4 that winds up except described reinforced horizontal connector is the horizontal connector of plain edition, and in the horizontal connector of described plain edition, the quantity of included vertical open pore steel plate two 1-3-2 is three.Described in described reinforced horizontal connector, the width of horizontal steel plate two 1-6-2 is greater than the width of horizontal steel plate two 1-6-2 described in the horizontal connector of described plain edition.

In the present embodiment, the width of horizontal steel plate two 1-6-2 described in described reinforced horizontal connector is 1.8 times～2.2 times of horizontal steel plate two 1-6-2 width described in the horizontal connector of described plain edition.Spacing in the horizontal connector of described plain edition between adjacent two described vertical open pore steel plate two 1-3-2 is identical with the spacing between adjacent two described vertical open pore steel plate one 1-3-1 in described upper chord 1-1-1.

Simultaneously, described cage of reinforcement one also comprises multiple tracks along vertical bridge to hoop stirrup one 1-4-3 laying from front to back and multiple tracks is vertical bridge to longitudinal reinforcement two 1-4-2 that lay, and hoop stirrup one 1-4-3 is all laid on same plane and it is all direction across bridge and lays described in multiple tracks.Wherein, the structure of hoop stirrup one 1-4-3 is as shown in Fig. 9-2.

In the present embodiment, hoop stirrup one 1-4-3 is all laid in same level described in multiple tracks.Described in multiple tracks, hoop stirrup two 1-4-4 are all laid in same level, and longitudinal reinforcement one 1-4-1 is all laid in same level described in multiple tracks.

In described lattice, vertical open pore steel plate one 1-3-1 of beam string structure meta in the leftmost side is the vertical open pore steel plate one in left side, and in described lattice, vertical open pore steel plate one 1-3-1 of beam string structure meta in the rightmost side is the vertical open pore steel plate one in right side.The U-stirrups that described hoop stirrup one 1-4-3 is bottom opening, the two ends of described hoop stirrup one 1-4-3 are weldingly fixed on respectively on the vertical open pore steel plate one of the vertical open pore steel plate one in described left side and described right side, the horizontal connector top of winding up described in described hoop stirrup one 1-4-3 is positioned at.In the present embodiment, hoop stirrup one 1-4-3 is all laid in longitudinal reinforcement one 1-4-1 outside described in multiple tracks described in multiple tracks.

In the present embodiment, described hoop stirrup two 1-4-4 are that remain silent stirrup and its is laid in described in multiple tracks the periphery of longitudinal reinforcement two 1-4-2 described in longitudinal reinforcement one 1-4-1 and multiple tracks, and described in longitudinal reinforcement one 1-4-1 and per pass, longitudinal reinforcement two 1-4-2 are all welded and fixed and are integrated with hoop stirrup two 1-4-4 described in multiple tracks described in per pass.Described in multiple tracks, longitudinal reinforcement two 1-4-2 are laid in respectively the plate face of concrete slab 1-2 and place, the edge of a wing, and longitudinal reinforcement two 1-4-2 are all welded and fixed and are integrated with hoop stirrup one 1-4-3 described in multiple tracks described in per pass.

That is to say, described in described hoop stirrup one 1-4-3 is positioned at, wind up horizontal connector top and its are around in the periphery of longitudinal reinforcement two 1-4-2 described in multiple tracks; Described hoop stirrup two 1-4-4 be remain silent stirrup its through the hole on a plurality of vertical open pore steel plate one 1-3-1 laying side by side and its, be around in described in multiple tracks the periphery of longitudinal reinforcement two 1-4-2 described in longitudinal reinforcement one 1-4-1 and multiple tracks successively.

Simultaneously, in conjunction with Fig. 1-9-4 and Fig. 1-9-5, on described hoop stirrup two 1-4-4, be fixed with multiple tracks hoop lacing wire 1-4-6 and the vertical lacing wire 1-4-5 of multiple tracks, described in hoop lacing wire 1-4-6 and multiple tracks, vertical lacing wire 1-4-5 is all laid on same vertical plane to stirrup two 1-4-4 with institute retainer ring described in multiple tracks.The quantity of described hoop lacing wire 1-4-6 is identical with the quantity of upper chord 1-1-1 in beam string structure in described lattice, and hoop lacing wire 1-4-6 is all sleeved on upper chord 1-1-1 outside described in multiple tracks.

In the present embodiment, in described lattice, the vertical height of vertical open pore steel plate one 1-3-1 described in beam string structure and described vertical open pore steel plate two 1-3-2 is all identical.A plurality of described vertical open pore steel plate one 1-3-1 described in per pass in upper chord 1-1-1 all with horizontal fastening being welded as a whole of each vertical open pore steel plate two 1-3-2 in connector described in multiple tracks.

As shown in Fig. 1-8, the hole of opening on described vertical open pore steel plate one 1-3-1 and described vertical open pore steel plate two 1-3-2 is nose circle shape hole, on described vertical open pore steel plate one 1-3-1 and described vertical open pore steel plate two 1-3-2 the size of institute's hole-opening all identical and its be all even laying.

During practice of construction, the thickness of described concrete slab 1-2 is 30cm～40cm.The top of described vertical open pore steel plate one 1-3-1 and described vertical open pore steel plate two 1-3-2 is than the described concrete slab 1-2 low 10cm～20cm in top.The thickness of slab of described vertical open pore steel plate one 1-3-1 and described vertical open pore steel plate two 1-3-2 is 5mm～10mm and its vertical height is 20cm～25cm; Vertical height H=15cm～the 20cm in described nose circle shape hole and its transverse width D=5cm ± 2cm, the spacing in adjacent two described nose circle shape holes is 10cm ± 2cm.

In the present embodiment, the vertical height of described vertical open pore steel plate one 1-3-1 and vertical open pore steel plate two 1-3-2 is 25cm, the vertical height H=19m in the nose circle shape hole of opening on described vertical open pore steel plate one 1-3-1, the spacing in transverse width D=7cm and adjacent two described nose circle shape holes is 12cm, on described vertical open pore steel plate one 1-3-1 the nose circle shape Kongzui lower edge of opening apart from the spacing of vertical open pore steel plate one 1-3-1 lower edge, be 25mm, described vertical open pore steel plate one 1-3-1 is assembled by a plurality of vertical open pore steel plate sections one of laying from front to back, described vertical open pore steel plate sections one has 2950mm and two kinds of length of 6000mm.

On described vertical open pore steel plate two 1-3-2, vertical height H=17m, the transverse width D=7cm in the nose circle shape hole of opening and the spacing in adjacent two described nose circle shape holes are 12cm, on described vertical open pore steel plate two 1-3-2 the nose circle shape Kongzui lower edge of opening apart from the spacing of vertical open pore steel plate two 1-3-2 lower edges, be 25mm, described vertical open pore steel plate two 1-3-2 are assembled by a plurality of vertical open pore steel plate sections two of laying from front to back, and described vertical open pore steel plate sections two has 500mm and two kinds of length of 3700mm.

During practice of construction, can according to specific needs, the vertical height H in the nose circle shape hole of opening and the spacing in transverse width D and adjacent two described nose circle shape holes on vertical open pore steel plate one 1-3-1 and described vertical open pore steel plate two 1-3-2 be adjusted accordingly.

In the present embodiment, as shown in Fig. 1-10, Fig. 1-11, the direction across bridge of described concrete slab 1-2 and vertical bridge are to being Varying Thickness Plates.

During practice of construction, be laid at the longitudinal reinforcement one 1-4-1 undulate at concrete slab 1-2 span centre position and lay, and at longitudinal reinforcement one 1-4-1 winding up described in the adjacent twice in front and back between horizontal connector, upwards bend up, to reduce the thickness of building of concrete slab 1-2.

During practice of construction, between vertical open pore steel plate one 1-3-1 described in described upper chord 1-1-1 and described horizontal steel plate one 1-6-1, with welding manner, be fixed and be connected, between described diagonal web member 1-1-3 upper end and described horizontal steel plate with and lower end and lower chord 1-1-2 between all with welding manner, be fixed and be connected.

To sum up, described vertical open pore steel plate one 1-3-1 and vertical open pore steel plate two 1-3-2 are respectively upper chord 1-1-1 and the ingredient of the horizontal connection structure 1-1-4 that winds up, and the two doubles as shear connector; Described horizontal steel plate one 1-6-1 and described horizontal steel plate two 1-6-2 are respectively upper chord 1-1-1 and the ingredient of the horizontal connection structure 1-1-4 that winds up, and the two double steel bed die of being concrete slab 1-2, makes upper chord 1-1-1 and the horizontal connection structure 1-1-4 that winds up is all fastenedly connected and is integrated with concrete slab 1-2.And the bottom of concrete slab 1-2 is mutually concordant and it is concordant with the upper surface homogeneous phase of described horizontal steel plate two 1-6-2 with described horizontal steel plate one 1-6-1 with the vertical bottom of open pore steel plate two 1-3-2 for described vertical open pore steel plate one 1-3-1.

During practice of construction, the horizontal connector direction across bridge that winds up described in described multiple tracks of winding up in horizontal connection structure 1-1-4 is disposed on described in the twice that are parallel to each other between upper chord 1-1-1, and the horizontal connection structure 1-1-4 that winds up is laid in same level and the two intersects vertically, the intersection of described wind up horizontal connection structure 1-1-4 and upper chord 1-1-1 adopts whole perforation of upper chord 1-1-1 and the mode of the horizontal connection structure 1-1-4 disconnection welding of winding up, form plane grid-system (being beam string structure in described lattice), in described lattice, the beam string structure while is as the steel saddle of concrete slab 1-2.

Owing to all having row's nose circle shape hole on described vertical open pore steel plate one 1-3-1 and vertical open pore steel plate two 1-3-2, and the vertical height in the nose circle shape hole of opening is larger, the layout that bends up that is conducive to the reinforcing bar of laying in concrete slab 1-2 (specifically referring to longitudinal reinforcement one 1-4-1 and hoop stirrup two 1-4-4), as the reserving hole of reinforcing bar in concrete slab 1-2.Described concrete slab 1-2 is supported in the described lattice being formed by wind up horizontal connection structure 1-1-4 and upper chord 1-1-1 on beam string structure, and rely on and in each nose circle shape hole, build the concrete tenon of moulding and longitudinal reinforcement one 1-4-1 of perforation bears along the shearing of vertical open pore steel plate one 1-3-1 longitudinal length direction and the separating force between described steel truss and concrete slab 1-2, and rely on vertical open pore steel plate two 1-3-2 to bear transverse shearing force, described steel truss and concrete slab 1-2 are linked into an integrated entity, form whole steel truss-concrete slab compound beam.

During practice of construction, after described Welding steel truss moulding, first in described steel truss, the installation position place of described horizontal steel plate one 1-6-1 of each upper chord 1-1-1 sets up concreting bed die, and cage of reinforcement one described in colligation.In the present embodiment, the steel board adopting in described steel truss all adopts Q345D steel.Described concrete slab 1-2 is ordinary reinforced concrete plate, adopts C40 concrete.Wherein, longitudinal reinforcement one 1-4-1 and longitudinal reinforcement two 1-4-2 all adopt HRB400 reinforcing bar, and described hoop stirrup one 1-4-3 and hoop stirrup two 1-4-4 all adopt plain bar and its all to adopt plain bars HPB300.Must vibration compacting during concreting, especially note the pouring quality of hole place concrete tenon, after completing, concreting carries out health in strict accordance with related specifications.

In the present embodiment, described concrete slab 1-2 mats formation bridge deck pavement 4.

In the present embodiment, the quantity of described bridge pier 2 is a plurality of, and the structure of a plurality of described bridge piers 2 is all identical.During practice of construction, a plurality of described bridge piers 2 are laid to direction from front to back along the vertical bridge of the continuous rigid frame bridge of constructing.

As shown in Figure 5, described steel truss unit 1 also comprises that multicomponent is not positioned at support type web member two 1-1-7 of a plurality of described bridge pier 2 supportings place, described in every group, support type web member two 1-1-7 include the symmetrical laying in two of left and right and are laid in support type web member two 1-1-7 on same vertical plane, and described support type web member two 1-1-7 are that encased structures and its inside are laid with multiple tracks stiffening rib four; Two described support type web member two 1-1-7 described in every group in support type web member two 1-1-7 are laid in respectively described in twice between upper chord 1-1 and lower chord 1-2.

As shown in Fig. 2-1, Fig. 2-2, Fig. 2-3, Fig. 2-4, Fig. 2-5 and Fig. 2-6, described bridge pier 2 comprises pile foundation two, is laid in the horizontal cushion cap 2-3 in described pile foundation two and is laid in the Y shape bridge pier 2-2 that horizontal cushion cap 2-3 is upper and steel truss unit 1-1 is supported.The quantity of described Y shape bridge pier 2-2 is identical with the quantity of included steel truss unit 1-1 in described steel truss, a plurality of described Y shape bridge pier 2-2 along direction across bridge be laid in side by side in same level and its installation position corresponding one by one with the installation position of a plurality of described steel truss unit 1-1 in described steel truss respectively.

In the present embodiment, described Y shape bridge pier 2-2 comprises vertical main pier shaft 2-2-1 and two oblique pier shaft 2-2-2 of branch that lay respectively at top, the vertical main pier shaft 2-2-1 left and right sides, and described vertical main pier shaft 2-2-1 and two described oblique pier shaft 2-2-2 of branch are steel case concrete structure.Institute's supporting steel truss unit 1-1 is positioned at vertical main pier shaft 2-2-1 top, described support type web member two 1-1-7 in two of left and right that are positioned at directly over vertical main pier shaft 2-2-1 are laid in respectively two described oblique pier shaft 2-2-2 of branch, and two described support type web member two 1-1-7 are respectively the steel frame of two described oblique pier shaft 2-2-2 of branch and the two is built and be integrated with two described oblique pier shaft 2-2-2 of branch respectively.The lower chord 1-1-2 of institute's supporting steel truss unit 1-1 from vertical main pier shaft 2-2-1 top by and itself and vertical main pier shaft 2-2-1 build and be integrated.

In the present embodiment, two described oblique pier shaft 2-2-2 of branch in described Y shape bridge pier 2-2-2 are symmetrical laying, are positioned at that two described support type web member two 1-1-7 directly over vertical main pier shaft 2-2-1 are symmetrical laying and the end face of the two is mutually concordant with the end face of two described oblique pier shaft 2-2-2 of branch respectively.

In the present embodiment, described vertical main pier shaft 2-2-1 comprises vertical steel case one 2-2-5, be laid in a plurality of vertical stiffening rib 2-2-3 on vertical steel case one 2-2-5 inside wall, be a plurality ofly laid in from the bottom to top diaphragm one 2-2-4 of vertical steel case one 2-2-5 inside and build concrete structure one 2-5-1 in vertical steel case one 2-2-5.Two described oblique pier shaft 2-2-2 of branch include oblique steel case two 2-2-8, be laid in a plurality of longitudinal stiffener 2-2-9 on oblique steel case two 2-2-8 inside walls, be a plurality ofly laid in from the bottom to top diaphragm two 2-2-10 of oblique steel case two 2-2-8 inside and build concrete structure two 2-5-2 in oblique steel case two 2-2-8.Before and after the top of described vertical steel case one 2-2-5, both sides all have the through hole that the lower chord 1-1-2 for institute's supporting steel truss unit 1-1 passes through.

In the present embodiment, described vertical main pier shaft 2-2-1 is the PBL shape steel tube concrete structure of putting more energy into.A plurality of described vertical stiffening rib 2-2-3 are PBL stiffening rib and it is all vertical laying with the inside wall of vertical steel case one 2-2-5 of institute installation position place.

In the present embodiment, a plurality of described diaphragm one 2-2-4 are all level to laying, the structure of a plurality of described diaphragm one 2-2-4 and size all with internal construction and the consistent size of vertical steel case one 2-2-5 of its installation position place, the surrounding sidewall of a plurality of described diaphragm one 2-2-4 is all weldingly fixed on the inside wall of vertical steel case one 2-2-5.The middle part of described diaphragm one 2-2-4 has middle through-hole one 2-2-6, has a plurality of edges of boards tongue and groove one 2-2-7 that pass for a plurality of described vertical stiffening rib 2-2-3 respectively on described diaphragm one 2-2-4.

In the present embodiment, the described oblique pier shaft 2-2-2 of branch is the PBL shape steel tube concrete structure of putting more energy into.A plurality of described longitudinal stiffener 2-2-9 are PBL stiffening rib and it is all laid along the central axial direction of laid oblique steel case two 2-8, and a plurality of described longitudinal stiffener 2-2-9 are all the stiffener of vertical laying with the inside wall of vertical steel case one 2-2-5 of institute installation position place.

A plurality of described diaphragm two 2-2-10 are all vertical laying with the inside wall of oblique steel case two 2-2-8 of institute installation position place.The structure of a plurality of described diaphragm two 2-2-10 and size all with internal construction and the consistent size of oblique steel case two 2-2-8 of its installation position place, the surrounding sidewall of a plurality of described diaphragm two 2-2-10 is all weldingly fixed on the inside wall of oblique steel case two 2-2-8.The middle part of described diaphragm two 2-2-10 has middle through-hole two 2-2-11, has a plurality of edges of boards tongue and groove two 2-2-12 that pass for a plurality of described longitudinal stiffener 2-2-9 respectively on described diaphragm two 2-2-10.

During practice of construction, the cross section of described vertical steel case one 2-2-5 and oblique steel case two 2-2-8 is square.In the present embodiment, the cross section of described vertical steel case one 2-2-5 and oblique steel case two 2-2-8 is rectangle.

Actually add man-hour, the wall thickness of described vertical steel case one 2-2-5 and oblique steel case two 2-2-8 is 8mm～20mm, and can to the wall thickness of vertical steel case one 2-2-5 and oblique steel case two 2-8, adjust accordingly according to the force request of bridge pier.Spacing between neighbouring two described diaphragm one 2-2-4 is 2m left and right.

In the present embodiment, the concrete of building in described vertical steel case one 2-2-5 and oblique steel case two 2-2-8 is self-compacting concrete.

In the present embodiment, described PBL stiffening rib is perforate stiffening rib, and described perforate stiffening rib is the floor of putting more energy into that top has a plurality of holes, a plurality of described holes along described in the put more energy into length direction of floor lay from front to back.In the present embodiment, described in the floor of putting more energy into be stripe board.

In the present embodiment, the direction across bridge width of described vertical steel case one 2-2-5 and oblique steel case two 2-2-8 all reduces from the bottom to top gradually, and the vertical bridge of the two remains unchanged to width.

During practice of construction, when span of bridge is large and bridge pier sectional dimension is larger, the bottom of described vertical main pier shaft 2-2-1 is hollow steel case concrete structure.Described hollow steel case concrete structure comprises vertical steel case one 2-2-5 and the coaxial package interior steel case in vertical steel case one 2-2-5, described concrete structure one 2-5-1 is the concrete structure of building between vertical steel case one 2-2-5 and described interior steel case, a plurality of described diaphragm one 2-2-4 are all laid in described interior steel case and its surrounding sidewall is all weldingly fixed on the inside wall of described interior steel case, the structure of described diaphragm one 2-2-4 and size all with internal construction and the consistent size of described interior steel case.A plurality of described vertical stiffening rib 2-2-3 are all laid on the inside wall of vertical steel case one 2-2-5.For example, the cross sectional dimensions as described vertical main pier shaft 2-2-1 is greater than 4m ²time, the bottom of described vertical main pier shaft 2-2-1 is hollow steel case concrete structure.

In the present embodiment, described pile foundation two comprises the many vertical pillar 2-4 that horizontal cushion cap 2-3 is supported.Described in described horizontal cushion cap 2-3 and Duo Gen, vertical pillar 2-4 is reinforced concrete structure, and vertical pillar 2-4 builds and is integrated described in described horizontal cushion cap 2-3 and Duo Gen; Described Y shape pier shaft 2-2 and horizontal cushion cap 2-3 build and are integrated.

In the present embodiment, the quantity of described abutment 3 is two, and two described abutments 3 are bearing in respectively the below, rear and front end of described steel truss-concrete slab compound beam 1.

As shown in Fig. 3-1, Fig. 3-2, Fig. 3-3, Fig. 3-4 and Fig. 3-5, described abutment 3 comprises pile foundation one, is laid in the horizontal support platform 3-1 in described pile foundation one and is laid on horizontal support platform 1 and to steel truss unit 1-1 and carry out spacing beam body locating part, the quantity of described beam body locating part is identical with the quantity of included steel truss unit 1-1 in described steel truss, a plurality of described beam body locating parts along direction across bridge be laid in side by side in same level and its installation position corresponding one by one with the installation position of a plurality of described steel truss unit 1-1 in described steel truss respectively.The arranged outside of described beam body locating part has front lateral retaining wall 3-3, and described front lateral retaining wall 3-3 is laid on horizontal support platform 3-1.Described pile foundation one comprises many root posts 3-2.

In the present embodiment, described beam body locating part comprise two symmetries be laid in the block 3-4 of 1-1 both sides, spacing steel truss unit, between two described block 3-4, leave the beam body installing zone for institute's spacing steel truss unit 1-1 installation, described beam body installing zone bottom is provided with the bearing 3-5 for the spacing steel truss unit 1-1 of institute installation, the lower chord 1-1-2 horizontal support of spacing steel truss unit 1-1 on bearing 3-5.Described concrete slab 1-2 is being provided with a bed course above block 3-4 and between itself and block 3-4.As shown in Figure 6, described steel truss unit 1 also comprises two groups of support type web member one 1-1-6 that lay respectively at two described abutment 3 supportings place, described in every group, support type web member one 1-1-6 includes the symmetrical laying in two of left and right and is laid in support type web member one 1-1-6 on same vertical plane, and described support type web member one 1-1-6 is that encased structures and its inside are laid with multiple tracks stiffening rib three; Two described support type web member one 1-1-6 described in every group in support type web member one 1-1-6 are laid in respectively described in twice between upper chord 1-1 and lower chord 1-2.

In the present embodiment, described horizontal support platform 3-1, column 3-2, front lateral retaining wall 3-3 and block 3-4 are reinforced concrete structure, the tie with reinforcing bar of described horizontal support platform 3-1, column 3-2, front lateral retaining wall 3-3 and two described block 3-4 inside is fixed as one, and horizontal support platform 3-1, column 3-2, front lateral retaining wall 3-3 and two described block 3-4 all build and are integrated.

During practice of construction, two described block 3-4 also can form with slabstone or stone block building.

In the present embodiment, described block 3-4 comprises sole piece and be positioned at the limited block on described sole piece, and the shape of cross section of described sole piece is rectangle, and the shape of cross section of described limited block is right-angled trapezium.The inside wall of described limited block is intilted inclined plane and it is by spacing steel truss unit 1-1 being carried out to spacing beam body confined planes gradually from top to bottom.

In the present embodiment, between described beam body confined planes and the spacing steel truss unit 1-1 of institute, be provided with limiting cushion block 3-6, in described beam body locating part, on the end face of two described block 3-4, be provided with limiting cushion block 3-6.

During practice of construction, described limiting cushion block 3-6 is laid on the described beam body confined planes of block 3-4.

In the present embodiment, described limiting cushion block 3-6 is rubber cushion blocks.During actual use, described limiting cushion block 3-6 also can adopt the elastomer block of other type.

In the present embodiment, the quantity of described rubber cushion blocks is that 6 and its are of a size of 30cm * 30cm * 9cm.During practice of construction, described rubber cushion blocks is pasted and fixed on described block 3-4.During actual use, by described rubber cushion blocks, make between block 3-4 and described girder, there is certain dilatation space.

During actual use, described block 3-4 also can adopt other shape, as fan-shaped, square etc.

In the present embodiment, described bearing 3-5 is rubber tile bearing.

Described front lateral retaining wall 3-3 arranged outside has two ear wall 3-8, and two described ear wall 3-8 are reinforced concrete structure, and two described ear wall 3-8 all build and are integrated with front lateral retaining wall 3-3.In the present embodiment, two described ear wall 3-8 are all vertical laying with front lateral retaining wall 3-3

In the present embodiment, two described block 3-4 all with front lateral retaining wall 3-3 near.

During practice of construction, after pile foundation construction completes, to horizontal support platform, 3-1 constructs, first carry out formwork erection and reinforcing bar binding, and reserve the reinforcing bar for being connected with ear wall 3-8 with front lateral retaining wall 3-3, block 3-4, then the concrete of horizontal support platform 3-1, carries out colligation to the reinforcing cage of front lateral retaining wall 3-3, block 3-4 and ear wall 3-8 afterwards, and after reinforcing bar binding completes, then complete from bottom to top gradually the concrete pouring construction of front lateral retaining wall 3-3, block 3-4 and ear wall 3-8.

During actual construction, first according to construction plant and construction equipment, select suitable form of construction work, can adopt full framing method or erection by protrusion to construct to constructed continuous rigid frame bridge.

In the present embodiment, described support type web member one 1-1-6 and support type web member two 1-1-7 include outer steel pipe two and build the concrete structure four in described outer steel pipe two, on the inside wall of described outer steel pipe two, be laid with multiple tracks stiffening rib two, described in multiple tracks, stiffening rib two is PBL stiffening rib, described in multiple tracks, stiffening rib two is all weldingly fixed on the inside wall of described outer steel pipe two and it is all laid along the central axial direction of described outer steel pipe two, and stiffening rib two is all vertical laying with the inside wall that outer steel pipe two is stated in its installation position place described in per pass.Described PBL stiffening rib is the perforate stiffening rib that top has a plurality of through holes that are positioned on same row.

During practice of construction, the cross sectional dimensions that is positioned at support type web member two 1-1-7 of bridge pier supporting place is greater than the cross sectional dimensions of support type web member one 1-1-6 that is positioned at abutment supporting place, and it is identical with the cross sectional dimensions of described diagonal web member 1-1-3 to be positioned at the cross sectional dimensions of support type web member one 1-1-6 of abutment supporting place.

Embodiment 2

In the present embodiment, as shown in Figure 4, as different from Example 1: in described steel truss, the quantity of included steel truss unit 1 is a plurality of, in described lattice, in beam string structure, adjacent two the shared upper chord 1-1-1 of described steel truss unit 1-1 in left and right are common type upper chord, and in described lattice, in beam string structure, the upper chord 1-1-1 except described common type upper chord is plain edition upper chord; Spacing in described common type upper chord between adjacent two described vertical open pore steel plate one 1-3-1 is greater than the spacing between adjacent two described vertical open pore steel plate one 1-3-1 in described plain edition upper chord.

In the present embodiment, the lower chord 1-1-2 of adjacent two the described steel truss unit 1-1 in left and right is for laying left and right adjacent twice lower chord 1-1-2 at grade, and lower chord 1-1-2 is laid in same level and it comprises that multiple tracks is the horizontal connector of lower edge of direction across bridge laying described in the horizontal connection structure 1-1-5 of lower edge twice adjacent with left and right.Described in the adjacent twice in left and right, on lower chord 1-1-2, be provided with a plurality of lower tie points that join with diagonal web member 1-1-3 lower end respectively, described in the adjacent twice in left and right, the upper set a plurality of described lower tie point of lower chord 1-1-2 is symmetrical laying and it forms the multipair lower tie point connecting for the horizontal connector of lower edge described in multiple tracks respectively, and the two ends of the horizontal connector of lower edge are connected on respectively on multipair described lower tie point described in multiple tracks.

That is to say, the quantity of the upper set a plurality of described lower tie points of lower chord 1-1-2 is identical described in the quantity twice adjacent with left and right of the horizontal connector that winds up under described in multiple tracks in the horizontal connection structure 1-1-5 of described lower edge.

In the present embodiment, adjacent two the described steel truss unit 1-1 in left and right are respectively steel truss unit, left side and are positioned at the steel truss unit, right side on right side, steel truss unit, described left side; In steel truss unit, described left side, being arranged in a row diagonal web member 1-1-3 that the row diagonal web member 1-1-3 on right side and steel truss unit, described right side be positioned at left side is symmetrical and lays.

In the present embodiment, in described steel truss, the quantity of included steel truss unit 1-1 is two.

During practice of construction, according to according to specific needs, the quantity of included steel truss unit 1-1 in described steel truss is adjusted accordingly.

In the present embodiment, the structure of remainder and annexation are all identical with embodiment 1.

The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every any simple modification of above embodiment being done according to the technology of the present invention essence, change and equivalent structure change, and all still belong in the protection domain of technical solution of the present invention.

Claims (10)

1. the continuous rigid frame bridge based on steel truss-concrete slab compound beam, it is characterized in that: comprise bridge substructure and be bearing in the steel truss-concrete slab compound beam (1) on described bridge substructure, described bridge substructure comprises bridge pier (2) and the abutment (3) that described steel truss-concrete slab compound beam (1) is supported, and described bridge pier (2) and abutment (3) are concrete structure; Described steel truss-concrete slab compound beam (1) comprises and is vertical bridge to the steel truss of laying and is laid in the concrete slab (1-2) directly over described steel truss, and described concrete slab (1-2) is vertical bridge to laying; Described steel truss comprises and is one or morely vertical bridge to the steel truss unit (1-1) of laying, a plurality of described steel trusss unit (1-1) are laid in same level from left to right along direction across bridge, the structure of a plurality of described steel trusss unit (1-1) and size all identical and its be fastenedly connected and be integrated;

Described steel truss unit (1-1) is by twice upper chord (1-1-1), one lower chord (1-1-2) and left and right two row are supported in respectively the inverted triangular truss beam of diagonal web member (1-1-3) composition between upper chord (1-1-1) described in lower chord (1-1-2) and twice, the described diagonal web member of every row (1-1-3) includes the many diagonal web members (1-1-3) of laying from front to back, described upper chord (1-1-1) and lower chord (1-1-2) are all vertical bridge to laying, upper chord described in twice (1-1-1) symmetry is laid in the left and right sides oblique upper of described lower chord (1-1-2), described lower chord (1-1-2) connects as one by the two described diagonal web members of row (1-1-3) with upper chord (1-1-1) described in twice, between upper chord described in twice (1-1-1), by the horizontal connection structure (1-1-4) that winds up, connect, and described in twice, upper chord (1-1-1) is all laid in same level with the horizontal connection structure (1-1-4) that winds up, in a plurality of described steel trusss unit (1-1), adjacent two described steel truss unit, left and right (1-1) share one upper chord (1-1-1), between the lower chord (1-1-2) of adjacent two described steel truss unit, left and right (1-1), by the horizontal connection structure of lower edge (1-1-5), connect, described upper chord (1-1-1) comprises horizontal steel plate one (1-6-1) and a plurality of vertical open pore steel plate one (1-3-1) being all laid on described horizontal steel plate one (1-6-1), and described horizontal steel plate one (1-6-1) and a plurality of described vertical open pore steel plates one (1-3-1) are all vertical bridge to laying, the described horizontal connection structure (1-1-4) that winds up comprises that multiple tracks is the horizontal connector that winds up that direction across bridge is laid, the described horizontal connector that winds up comprises horizontal steel plate two (1-6-2) and a plurality of vertical open pore steel plate two (1-3-2) being all laid on described horizontal steel plate two (1-6-2), and described horizontal steel plate two (1-6-2) and a plurality of described vertical open pore steel plates two (1-3-2) are all direction across bridge and lay,

The horizontal connection structure (1-1-4) that winds up between all upper chords (1-1-1) in described steel truss and adjacent two upper chords (1-1-1) forms beam string structure in lattice, described concrete slab (1-2) is for building in the described lattice structural reinforced concrete structure that winds up, the longitudinal reinforcement one (1-4-1) that cage of reinforcement one in described concrete slab (1-2) comprises multiple tracks along vertical bridge to the hoop stirrup two (1-4-4) of laying from front to back and multiple tracks is laid side by side along direction across bridge, described in multiple tracks, hoop stirrup two (1-4-4) is all laid in same level, described in multiple tracks, longitudinal reinforcement one (1-4-1) is all laid in same level, described in each, on vertical open pore steel plate one (1-3-1), all have a row and supply respectively the hole that hoop stirrup two (1-4-4) passes described in multiple tracks, described in each, on vertical open pore steel plate two (1-3-2), have a row and supply respectively the hole that longitudinal reinforcement one (1-4-1) passes described in multiple tracks, described vertical open pore steel plate one (1-3-1) in described lattice in beam string structure, described vertical open pore steel plate two (1-3-2), longitudinal reinforcement one (1-4-1) and hoop stirrup two (1-4-4) composition are used for being connected described steel truss and are connected structure with the shearing resistance of concrete slab (1-2).

2. according to the continuous rigid frame bridge based on steel truss-concrete slab compound beam claimed in claim 1, it is characterized in that: the quantity of described abutment (3) is two, two described abutments (3) are bearing in respectively the below, rear and front end of described steel truss-concrete slab compound beam (1);

Described abutment (3) comprises pile foundation one, is laid in the horizontal support platform (3-1) in described pile foundation one and is laid in horizontal support platform (1) above and steel truss unit (1-1) carried out to spacing beam body locating part, the quantity of described beam body locating part is identical with the quantity of included steel truss unit (1-1) in described steel truss, a plurality of described beam body locating parts along direction across bridge be laid in side by side in same level and its installation position corresponding one by one with the installation position of a plurality of described steel trusss unit (1-1) in described steel truss respectively; The arranged outside of described beam body locating part has front lateral retaining wall (3-3), and described front lateral retaining wall (3-3) is laid on horizontal support platform (3-1); Described pile foundation one comprises many root posts (3-2); Described beam body locating part comprise two symmetries be laid in the block (3-4) of both sides, spacing steel truss unit (1-1), between two described blocks (3-4), leave the beam body installing zone for institute's spacing steel truss unit (1-1) installation, described beam body installing zone bottom is provided with the bearing (3-5) for institute's spacing steel truss unit (1-1) installation, lower chord (1-1-2) horizontal support of spacing steel truss unit (1-1) on bearing (3-5); Described concrete slab (1-2) is positioned between block (3-4) top and itself and block (3-4) and is provided with and props up a bed course; Described steel truss unit (1) also comprises two groups of support type web members one (1-1-6) that lay respectively at two described abutments (3) supporting place, described in every group, support type web member one (1-1-6) includes that two of left and right are symmetrical lays and be laid in the support type web member one (1-1-6) on same vertical plane, and described support type web member one (1-1-6) is laid with multiple tracks stiffening rib three for encased structures and its inside; Two described support type web members one (1-1-6) described in every group in support type web member one (1-1-6) are laid in respectively described in twice between upper chord (1-1) and lower chord (1-2).

3. according to the continuous rigid frame bridge based on steel truss-concrete slab compound beam described in claim 1 or 2, it is characterized in that: the quantity of described bridge pier (2) is a plurality of, the structure of a plurality of described bridge piers (2) is all identical; Described steel truss unit (1) also comprises that multicomponent is not positioned at the support type web member two (1-1-7) of a plurality of described bridge piers (2) supporting place, described in every group, support type web member two (1-1-7) includes that two of left and right are symmetrical lays and be laid in the support type web member two (1-1-7) on same vertical plane, and described support type web member two (1-1-7) is laid with multiple tracks stiffening rib four for encased structures and its inside; Two described support type web members two (1-1-7) described in every group in support type web member two (1-1-7) are laid in respectively described in twice between upper chord (1-1) and lower chord (1-2);

Described bridge pier (2) comprises pile foundation two, is laid in the horizontal cushion cap (2-3) in described pile foundation two and is laid in the Y shape bridge pier (2-2) that horizontal cushion cap (2-3) is upper and steel truss unit (1-1) supported; The quantity of described Y shape bridge pier (2-2) is identical with the quantity of included steel truss unit (1-1) in described steel truss, a plurality of described Y shape bridge piers (2-2) along direction across bridge be laid in side by side in same level and its installation position corresponding one by one with the installation position of a plurality of described steel trusss unit (1-1) in described steel truss respectively; Described Y shape bridge pier (2-2) comprises vertical main pier shaft (2-2-1) and two oblique branch pier shafts (2-2-2) that lay respectively at top, vertical main pier shaft (2-2-1) left and right sides, and described vertical main pier shaft (2-2-1) and two described oblique branch pier shafts (2-2-2) are steel case concrete structure; Institute's supporting steel truss unit (1-1) is positioned at vertical main pier shaft (2-2-1) top, the two described support type web members two in left and right (1-1-7) that are positioned at directly over vertical main pier shaft (2-2-1) are laid in respectively two described oblique branch pier shafts (2-2-2), and two described support type web members two (1-1-7) are respectively the steel frame of two described oblique branch pier shafts (2-2-2) and the two is built and be integrated with two described oblique branch pier shafts (2-2-2) respectively; The lower chord (1-1-2) of institute's supporting steel truss unit (1-1) from vertical main pier shaft (2-2-1) top by and itself and vertical main pier shaft (2-2-1) build and be integrated.

4. according to the continuous rigid frame bridge based on steel truss-concrete slab compound beam claimed in claim 3, it is characterized in that: two the described oblique branch pier shafts (2-2-2) in described Y shape bridge pier (2-2-2) are symmetrical laying, be positioned at that two described support type web members two (1-1-7) directly over vertical main pier shaft (2-2-1) are symmetrical laying and the end face of the two is mutually concordant with the end face of two described oblique branch pier shafts (2-2-2) respectively; The direction across bridge width of described vertical steel case one (2-2-5) and oblique steel case two (2-2-8) all reduces from the bottom to top gradually.

5. according to the continuous rigid frame bridge based on steel truss-concrete slab compound beam claimed in claim 3, it is characterized in that: described vertical main pier shaft (2-2-1) comprises vertical steel case one (2-2-5), be laid in a plurality of vertical stiffening rib (2-2-3) on vertical steel case one (2-2-5) inside wall, be a plurality ofly laid in from the bottom to top the inner diaphragm one (2-2-4) of vertical steel case one (2-2-5) and build the concrete structure one (2-5-1) in vertical steel case one (2-2-5); Two described oblique branch pier shafts (2-2-2) include oblique steel case two (2-2-8), be laid in a plurality of longitudinal stiffeners (2-2-9) on oblique steel case two (2-2-8) inside wall, be a plurality ofly laid in from the bottom to top the inner diaphragm two (2-2-10) of oblique steel case two (2-2-8) and build the concrete structure two (2-5-2) in oblique steel case two (2-2-8); Before and after the top of described vertical steel case one (2-2-5), both sides all have the through hole that the lower chord (1-1-2) for institute's supporting steel truss unit (1-1) passes through;

A plurality of described diaphragms one (2-2-4) are all level to laying, and the surrounding sidewall of a plurality of described diaphragms one (2-2-4) is all weldingly fixed on the inside wall of vertical steel case one (2-2-5); The middle part of described diaphragm one (2-2-4) has middle through-hole one (2-2-6), has a plurality of edges of boards tongue and grooves one (2-2-7) that supply respectively a plurality of described vertical stiffening ribs (2-2-3) to pass on described diaphragm one (2-2-4); A plurality of described diaphragms two (2-2-10) are all vertical laying with the inside wall of institute installation position place oblique steel case two (2-2-8), and the surrounding sidewall of a plurality of described diaphragms two (2-2-10) is all weldingly fixed on the inside wall of oblique steel case two (2-2-8); The middle part of described diaphragm two (2-2-10) has middle through-hole two (2-2-11), has a plurality of edges of boards tongue and grooves two (2-2-12) that supply respectively a plurality of described longitudinal stiffeners (2-2-9) to pass on described diaphragm two (2-2-10).

6. according to the continuous rigid frame bridge based on steel truss-concrete slab compound beam described in claim 1 or 2, it is characterized in that: the described diagonal web members of row of two in described steel truss unit (1-1) (1-1-3) are symmetrical laying, many described diagonal web members (1-1-3) in the described diagonal web member of every row (1-1-3) all indention are laid, described in twice, on upper chord (1-1-1), be provided with a plurality of upper tie points that join with diagonal web member (1-1-3) upper end respectively in described steel truss unit (1-1), the upper set a plurality of described upper tie point of upper chord described in twice (1-1-1) is symmetrical laying and it forms the multipair upper tie point connecting for the horizontal connector that winds up described in multiple tracks respectively, wind up described in the multiple tracks two ends of horizontal connector are connected on respectively on multipair described upper tie point, the lower chord (1-1-2) of adjacent two described steel truss unit, left and right (1-1) is for laying the adjacent twice lower chord in left and right (1-1-2) at grade, and lower chord (1-1-2) is laid in same level and it comprises that multiple tracks is the horizontal connector of lower edge of direction across bridge laying described in the horizontal connection structure of lower edge (1-1-5) twice adjacent with left and right, described in the adjacent twice in left and right, on lower chord (1-1-2), be provided with a plurality of lower tie points that join with diagonal web member (1-1-3) lower end respectively, described in the adjacent twice in left and right, the upper set a plurality of described lower tie point of lower chord (1-1-2) is symmetrical laying and it forms the multipair lower tie point connecting for the horizontal connector of lower edge described in multiple tracks respectively, and the two ends of the horizontal connector of lower edge are connected on respectively on multipair described lower tie point described in multiple tracks, respectively wind up in described steel truss unit (1-1) the horizontal steel plate two (1-6-2) of horizontal connector and the horizontal steel plate one (1-6-1) of each upper chord (1-1-1) is all laid on same plane, and the horizontal steel plate two (1-6-2) of the horizontal steel plate one (1-6-1) of upper chord (1-1-1) by the horizontal connector that respectively winds up in the horizontal connection structure (1-1-4) that winds up is fastenedly connected and is integrated described in adjacent twice.

7. according to the continuous rigid frame bridge based on steel truss-concrete slab compound beam described in claim 1 or 2, it is characterized in that: described lower chord (1-1-2) is encased structures.

8. according to the continuous rigid frame bridge based on steel truss-concrete slab compound beam described in claim 1 or 2, it is characterized in that: in described upper chord (1-1-1), the quantity of included vertical open pore steel plate one (1-3-1) is three, three described vertical open pore steel plates one (1-3-1) are even laying; The described a plurality of described vertical open pore steel plate two (1-3-2) winding up in horizontal connector is even laying; In the described horizontal connection structure (1-1-4) that winds up, be positioned at supporting place of described bridge substructure described in the horizontal connector that winds up be reinforced horizontal connector, in described reinforced horizontal connector, the quantity of included vertical open pore steel plate two (3-2) is 6～8; The horizontal connector that winds up described in the described horizontal connection structure (1-1-4) that winds up except described reinforced horizontal connector is the horizontal connector of plain edition, and in the horizontal connector of described plain edition, the quantity of included vertical open pore steel plate two (1-3-2) is three; Described in described reinforced horizontal connector, the width of horizontal steel plate two (1-6-2) is greater than the width of horizontal steel plate two (1-6-2) described in the horizontal connector of described plain edition;

In described lattice, in beam string structure, the shared upper chord (1-1-1) in adjacent two described steel truss unit, left and right (1-1) is common type upper chord, and in described lattice, in beam string structure, the upper chord (1-1-1) except described common type upper chord is plain edition upper chord; Spacing in described common type upper chord between adjacent two described vertical open pore steel plates one (1-3-1) is greater than the spacing between adjacent two described vertical open pore steel plates one (1-3-1) in described plain edition upper chord.

9. according to the continuous rigid frame bridge based on steel truss-concrete slab compound beam described in claim 1 or 2, it is characterized in that: described cage of reinforcement one also comprises multiple tracks along vertical bridge to the hoop stirrup one (1-4-3) of laying from front to back and multiple tracks is vertical bridge to the longitudinal reinforcement two (1-4-2) of laying, hoop stirrup one (1-4-3) is all laid on same plane and it is all direction across bridge laying described in multiple tracks; In described lattice, the vertical open pore steel plate one (1-3-1) of beam string structure meta in the leftmost side is the vertical open pore steel plate one in left side, and in described lattice, the vertical open pore steel plate one (1-3-1) of beam string structure meta in the rightmost side is the vertical open pore steel plate one in right side; The U-stirrups that described hoop stirrup one (1-4-3) is bottom opening, the two ends of described hoop stirrup one (1-4-3) are weldingly fixed on respectively on the vertical open pore steel plate one of the vertical open pore steel plate one in described left side and described right side, the horizontal connector top of winding up described in described hoop stirrup one (1-4-3) is positioned at; Described hoop stirrup two (1-4-4) is laid in described in multiple tracks the periphery of longitudinal reinforcement two (1-4-2) described in longitudinal reinforcement one (1-4-1) and multiple tracks for remain silent stirrup and its, and described in longitudinal reinforcement one (1-4-1) and per pass, longitudinal reinforcement two (1-4-2) is all welded and fixed with hoop stirrup two (1-4-4) described in multiple tracks and is integrated described in per pass; Described in multiple tracks, longitudinal reinforcement two (1-4-2) is laid in respectively the plate face of concrete slab (1-2) and place, the edge of a wing, and longitudinal reinforcement two (1-4-2) is all welded and fixed and is integrated with hoop stirrup one (1-4-3) described in multiple tracks described in per pass.

10. according to the continuous rigid frame bridge based on steel truss-concrete slab compound beam claimed in claim 2, it is characterized in that: described horizontal support platform (3-1), column (3-2), front lateral retaining wall (3-3) and block (3-4) are reinforced concrete structure, the inner tie with reinforcing bar of described horizontal support platform (3-1), column (3-2), front lateral retaining wall (3-3) and two described blocks (3-4) is fixed as one, and horizontal support platform (3-1), column (3-2), front lateral retaining wall (3-3) and two described blocks (3-4) are all built and are integrated; Described block (3-4) comprises sole piece and be positioned at the limited block on described sole piece, and the shape of cross section of described sole piece is rectangle, and the shape of cross section of described limited block is right-angled trapezium; The inside wall of described limited block is intilted inclined plane and it is by spacing steel truss unit (1-1) being carried out to spacing beam body confined planes gradually from top to bottom; Between described beam body confined planes and institute spacing steel truss unit (1-1), be provided with limiting cushion block (3-6), in described beam body locating part, on the end face of two described blocks (3-4), be provided with limiting cushion block (3-6).

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