CN103669194B - Based on the continuous rigid frame bridge of steel truss-concrete slab composite beam - Google Patents

Based on the continuous rigid frame bridge of steel truss-concrete slab composite beam Download PDF

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Publication number
CN103669194B
CN103669194B CN201310745945.1A CN201310745945A CN103669194B CN 103669194 B CN103669194 B CN 103669194B CN 201310745945 A CN201310745945 A CN 201310745945A CN 103669194 B CN103669194 B CN 103669194B
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China
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steel
laid
vertical
steel truss
horizontal
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CN103669194A (en
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刘永健
袁卓亚
程高
龙刚
王旭
刘鸽
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Changan University
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Changan University
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Abstract

The invention discloses a kind of continuous rigid frame bridge based on steel truss-concrete slab composite beam, comprise bridge substructure and be bearing in the steel truss-concrete slab composite beam on bridge substructure; Steel truss-concrete slab composite beam comprises steel truss and is laid in the concrete slab directly over steel truss; Steel truss comprises one or more steel truss unit, steel truss unit is the inverted triangular truss beam be made up of twice upper chord, one lower chord and left and right two row diagonal web member, and upper chord comprises horizontal steel plate one and multiple vertical open pore steel plate one be all laid on horizontal steel plate one; The horizontal connection structure that winds up be connected between twice upper chord comprises multiple tracks and to wind up horizontal connector, and the horizontal connector that winds up comprises horizontal steel plate two and multiple vertical open pore steel plate two be all laid on horizontal steel plate two.Structure of the present invention is simple, reasonable in design, easy construction and stress performance is excellent, result of use is good, effectively can solve the various problems that existing continuous rigid frame bridge exists.

Description

Based on the continuous rigid frame bridge of steel truss-concrete slab composite 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 composite beam.
Background technology
Current continuous rigid frame bridge is the bridge construction form of China's main flow, wherein based on prestressed concrete girder combined with steel reinforced concrete bridge pier structure form.But it is high that prestressed concrete continuous rigid-framed bridge dead load accounts for total load ratio, low bearing capacity, and form of structure is single, and cyclic utilization rate is low.Along with the further increasing of bridge span, the ratio shared by mobile load internal force reduces, and difficulty of construction strengthens, and this and bridge are disagreed across light-duty development trend greatly.
When same 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 increases about 30% than prestressed concrete continuous rigid-framed bridge.Concrete filled steel tube space truss combined continuous rigid frame bridge is using main couple as main spandrel girder, and main couple is spliced primarily of concrete filled steel tube rod member.Concrete filled steel tube refers to the structure formed 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 excellent mechanical property.Concrete filled steel tube is used in girder system, from structure and stressed consideration, the tensile property of steel pipe and concrete compressive property can be made full use of, therefore concrete filled steel tube both can be used as compression member, can combine with prestressing or utilize again the tensile strength of steel pipe itself to be used as tension member; 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 utilizing rod member to be formed, 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 the lightness causing substructure due to the lightness of superstructure, 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 eliminates a large amount of template, simplifies construction, accelerates the duration.
To sum up, nowadays lack that a kind of structure is simple, reasonable in design, easy construction and the continuous rigid frame bridge based on steel truss-concrete slab composite beam that stress performance is excellent, result of use is good, effectively can solve the problems such as 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 composite beam is provided, its structure is simple, reasonable in design, easy construction and stress performance is excellent, result of use is good, effectively can solve the problems such as 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 composite beam, it is characterized in that: comprise bridge substructure and be bearing in the steel truss-concrete slab composite beam on described bridge substructure, described bridge substructure comprises the bridge pier and abutment that support described steel truss-concrete slab composite beam, and described bridge pier and abutment are concrete structure; Described steel truss-concrete slab composite beam comprises in vertical bridge to the steel truss laid and the concrete slab be laid in directly over described steel truss, and described concrete slab is that vertical bridge is to laying; Described steel truss comprise one or more in vertical bridge to the steel truss unit laid, multiple described steel truss unit is laid in same level from left to right along direction across bridge, the structure of multiple described steel truss unit all identical with size and its be fastenedly connected and be integrated;
Described steel truss unit is for being arranged the inverted triangular truss beam being supported in the diagonal web member described in lower chord and twice between upper chord respectively and forming by twice upper chord, one lower chord and left and right two, often arrange described diagonal web member and include the many diagonal web members laid from front to back, described upper chord and lower chord all in vertical bridge to laying, described in twice, upper chord symmetry is laid in the oblique upper, the left and right sides of described lower chord, and upper chord described in described lower chord and twice arranges described diagonal web member by two and connects as one; Connected by the horizontal connection structure that winds up between upper chord described in twice, and upper chord described in twice is all laid in same level with the horizontal connection structure that winds up; Adjacent two the described steel truss units shareds in left and right one upper chord in multiple described steel truss unit, is connected by the horizontal connection structure of lower edge between the lower chord of adjacent two the described steel truss unit in left and right; Described upper chord comprises horizontal steel plate one and multiple vertical open pore steel plate one be all laid on described horizontal steel plate one, described horizontal steel plate one and multiple described vertical open pore steel plate one all in vertical bridge to laying; It is the horizontal connector that winds up that direction across bridge is laid that the described horizontal connection structure that winds up comprises multiple tracks, the described horizontal connector that winds up comprises horizontal steel plate two and multiple vertical open pore steel plate two be all laid on described horizontal steel plate two, and described horizontal steel plate two and multiple described vertical open pore steel plate two are all laid in direction across bridge;
All upper chords in described steel truss and the horizontal connection structure that winds up between adjacent two upper chords form beam string structure in lattice, described concrete slab to wind up structural reinforced concrete structure in described lattice for building, cage of reinforcement one in described concrete slab comprises the longitudinal reinforcement one that multiple tracks is laid along direction across bridge along vertical bridge side by side to the hoop stirrup two carrying out from front to back laying and multiple tracks, 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, each described vertical open pore steel plate one all has a row respectively for the hole that hoop stirrup two described in multiple tracks passes, each described vertical open pore steel plate two has a row respectively for the hole that longitudinal reinforcement one described in multiple tracks passes, the shear connections that 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 concrete slab with hoop stirrup two constructs.
The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab composite beam, is characterized in that: the quantity of described abutment is two, and two described abutments are bearing in below the rear and front end of described steel truss-concrete slab composite beam respectively;
Described abutment comprises pile foundation one, be laid in the horizontal support platform in described pile foundation one and be laid on horizontal support platform and carry out spacing beam body locating part to steel truss unit, the quantity of described beam body locating part is identical with the quantity of steel truss unit included in described steel truss, multiple described beam body locating part along direction across bridge to be laid in side by side in same level and its installation position respectively with the installation position one_to_one corresponding of multiple described steel truss unit in described steel truss; The arranged outside of described beam body locating part has front side barricade, and described front side barricade 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 spacing steel truss unit both sides, leave between two described blocks for the beam body installing zone of spacing steel truss cellular installation, be provided with bottom described beam body installing zone 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 provided with a bed course above block and between itself and block; Described steel truss unit also comprises the support type web member one that two groups lay respectively at two described abutment supportings place, often organize described support type web member one and include the symmetrical laying in two, left and right and the support type web member one be laid on same vertical plane, described support type web member one is for encased structures and its inside is laid with multiple tracks stiffening rib three; The two described support type web members one often organized in described support type web member one to be laid in described in twice between upper chord and lower chord respectively.
The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab composite beam, is characterized in that: the quantity of described bridge pier is multiple, and the structure of multiple described bridge pier is all identical; Described steel truss unit also comprises the support type web member two that multicomponent is not positioned at supporting place of multiple described bridge pier, often organize described support type web member two and include the symmetrical laying in two, left and right and the support type web member two be laid on same vertical plane, described support type web member two is for encased structures and its inside is laid with multiple tracks stiffening rib four; The two described support type web members two often organized in described support type web member two to be laid in described in twice between upper chord and lower chord respectively;
Described bridge pier comprises pile foundation two, is laid in the horizontal cushion cap in described pile foundation two and is laid in the Y shape bridge pier supported on horizontal cushion cap and to steel truss unit; The quantity of described Y shape bridge pier is identical with the quantity of steel truss unit included in described steel truss, multiple described Y shape bridge pier along direction across bridge to be laid in side by side in same level and its installation position respectively with the installation position one_to_one corresponding of multiple described steel truss unit in described steel truss; Described Y shape bridge pier comprises vertical main pier shaft and two oblique branch pier shafts laid respectively at above 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, left and right be positioned at directly over vertical main pier shaft is laid in two described oblique branch pier shafts respectively, two described support type web members two be respectively the steel frame of two described oblique branch pier shafts and the two respectively with two described oblique branch pier shaft build and be integrated; 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 composite beam, it is characterized in that: the symmetrical laying of two in described Y shape bridge pier described oblique branch pier shafts, be positioned at the symmetrical laying of two described support type web members two directly over vertical main pier shaft and the end face of end face oblique branch described with two pier shaft respectively of the two is mutually concordant; The direction across bridge width of described vertical steel case one 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, the multiple vertical stiffening rib be laid on vertical steel case one inside wall, be multiplely laid in the diaphragm one of vertical steel case one inside from the bottom to top and build the concrete structure one in vertical steel case one; Two described oblique branch pier shafts include oblique steel case two, the multiple longitudinal stiffeners be laid on oblique steel case two inside wall, be multiplely laid in the diaphragm two of oblique steel case two inside from the bottom to top 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 supplying the lower chord of institute's supporting steel truss unit to pass through;
Multiple described diaphragm one all in level to laying, the surrounding sidewall of multiple described diaphragm 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, described diaphragm one has multiple respectively for the edges of boards tongue and groove one that multiple described vertical stiffening rib passes; Multiple described diaphragm two is all vertical runs with the inside wall of institute installation position place oblique steel case two, and the surrounding sidewall of multiple described diaphragm 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, described diaphragm two has multiple respectively for the edges of boards tongue and groove two that multiple described longitudinal stiffener passes.
The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab composite beam, it is characterized in that: the symmetrical laying of the two described diagonal web members of row in described steel truss unit, the equal indention of many described diagonal web members often arranged in described diagonal web member is laid, upper chord described in twice is provided with multiple upper tie point connected with diagonal web member upper end respectively in described steel truss unit, the symmetrical laying of multiple described upper tie point set on upper chord described in twice and its composition is multipair respectively for the upper tie point that the horizontal connector that winds up described in multiple tracks connects, wind up described in the multiple tracks two ends of horizontal connector are connected on multipair described upper tie point respectively, the lower chord of adjacent two the described steel truss unit in left and right is lay the adjacent twice lower chord in left and right at grade, lower chord described in the horizontal connection structure of lower edge twice adjacent with left and right to be laid in same level and it to comprise multiple tracks be the lower edge transverse direction connector that direction across bridge is laid, lower chord described in the adjacent twice in left and right is provided with multiple lower tie point connected with diagonal web member lower end respectively, the symmetrical laying of multiple described lower tie point set on lower chord described in the adjacent twice in left and right and its composition is multipair respectively for the lower tie point that the horizontal connector of lower edge described in multiple tracks connects, the two ends of the horizontal connector of lower edge described in multiple tracks are connected on multipair described lower tie point respectively, 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 one of upper chord described in adjacent twice is fastenedly connected by the horizontal steel plate two of the horizontal connector that respectively winds up in the horizontal connection structure that winds up and is integrated.
The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab composite beam, is characterized in that: described lower chord is encased structures; Diagonal web member in described steel truss unit comprises tension member or compression member two type, described tension member is the empty steel pipe two that sky steel pipe one or inside are 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 being 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 composite 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 in evenly laying; The described multiple described vertical open pore steel plate two winded up in horizontal connector is in evenly laying; Being positioned at the horizontal connector that to wind up described in supporting place of described bridge substructure in the described horizontal connection structure that winds up is reinforced horizontal connector, and in described reinforced horizontal connector, the quantity of included vertical open pore steel plate two is 6 ~ 8; In the described horizontal connection structure that winds up except described reinforced horizontal connector described in the horizontal connector that winds up be the horizontal connector of plain edition, in the horizontal connector of described plain edition, the quantity of included vertical open pore steel plate two is three; The width of horizontal steel plate two described in described reinforced horizontal connector 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 the upper chord in described lattice in beam string structure 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 in described plain edition upper chord between adjacent two described vertical open pore steel plates one.
The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab composite beam, it is characterized in that: described cage of reinforcement one also comprise multiple tracks along vertical bridge to the hoop stirrup one carrying out from front to back laying and multiple tracks in vertical bridge to the longitudinal reinforcement two laid, hoop stirrup one described in multiple tracks is all laid on same plane and it is all laid in direction across bridge; 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; Described hoop stirrup one is the U-stirrups of bottom opening, the two ends of described hoop stirrup one are weldingly fixed on the vertical open pore steel plate one of the vertical open pore steel plate in described left side one and described right side, above the horizontal connector that winds up described in described hoop stirrup one is positioned at respectively; Described hoop stirrup two is for remaining silent stirrup and it is laid in the periphery of longitudinal reinforcement two described in longitudinal reinforcement one described in multiple tracks and multiple tracks, and described in longitudinal reinforcement one described in per pass and per pass, longitudinal reinforcement two is all welded and fixed with hoop stirrup two described in multiple tracks and is integrated; Longitudinal reinforcement two described in multiple tracks is laid in plate face and the edge of a wing place of concrete slab respectively, and longitudinal reinforcement two described in per pass is all welded and fixed with hoop stirrup one described in multiple tracks and is integrated.
The above-mentioned continuous rigid frame bridge based on steel truss-concrete slab composite beam, it is characterized in that: described horizontal support platform, column, front side barricade and block are reinforced concrete structure, the tie with reinforcing bar of described horizontal support platform, column, front side barricade and two described block inside is fixed as one, and horizontal support platform, column, front side barricade and two described blocks are all built and are integrated; Described block comprises sole piece and is 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 from top to bottom intilted inclined plane and it is by carrying out spacing beam body confined planes to spacing steel truss unit gradually; Described beam body confined planes and institute spacing steel truss unit between be provided with limiting cushion block, in described beam body locating part two described blocks end face on be provided with limiting cushion block.
The present invention compared with prior art has the following advantages:
1, the steel truss-concrete slab composite beam adopted is concrete filled steel tube composite roof truss structure, and from heavy and light, span ability is strong and structural performance is stable, and compared with conventional steel girder truss, simple structure, steel using amount is low, good in economic efficiency.
2, structural entity rigidity is large, and joint behavior is good, whether needs fill concrete according in actual loading situation determination steel truss in each diagonal web member part; Wherein, in compression member, adopt concrete filled steel tubular member, concrete filled steel tube compressive property can be given full play to, prevent steel pipe walls local buckling; In tension member, adopt concrete filled steel tubular member, the strength and stiffness of truss can be improved; In the region that shearing is larger near bearing position diagonal web member steel pipe in equal fill concretes, improve rigidity and the bearing capacity of Truss Joint, reduce the stress concentration degree of node, improve the anti-fatigue performance of steel truss.
3, rectangular steel pipe girders sections is adopted, effectively can avoid round steel pipe panel point complex structure, roll, transport the defects such as inconvenient, be convenient to factory normalization making, Assembling And Welding erection, can according to the conversion of each construction stage stressing conditions realization from empty steel pipe sections to steel pipe concrete segment, thus realizing construction stage internal force and linear control and optimization, quality easily controls.
4, simple, the reasonable in design and easy construction of the structure of institute's employing abutment, input cost is lower, is mainly reinforced concrete structure, and material source is extensive.Further, the result of use of institute's employing abutment is good and practical value is high, and two set blocks are highly resistant to the effect of external load, increases girder stability, prevents it from twisting, topples.Abutment overall construction design is ingenious, reasonable stress, substrate pressure-bearing surface is large and stress is less, while girder truss is supported, also can carry out effectively spacing to prevent it from twisting, to topple to institute's sub-truss beam, economic benefit and social benefit remarkable, and this abutment applied widely and popularizing application prospect is extensive, is not only applicable to steel truss girder bridge, is also applicable to steel box girder bridge.
5, adopt bridge pier structure simple, reasonable in design and construction cost is lower.Further, institute's employing bridge pier is tapered pier, and sectional dimension diminishes to Dun Ding gradually by the bottom of 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 entirety of del Steel Truss Beam is passed and is erected on bridge pier, and bridge pier bifurcated herein, the double steel frame doing the oblique bifurcated pier shaft of bridge pier of the 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.Adopt perforate stiffening rib (i.e. PBL stiffening rib) effectively can strengthen the lateral stability of outer steel pipe, and corresponding significantly enhancing structure shear resistance, each ingredient of whole encased structures is closely linked to be entirety simultaneously.Set perforate stiffening rib not only increases the compressive strength of core concrete, strengthens the stability of tube wall; The stiffening rib of perforate simultaneously act as the effect of shear key, makes steel pipe and concrete be linked to be entirety, improves the compound action of Steel concrete.
6, adopt that Bridge Pier Construction is easy, result of use good and good mechanical performance, while steel truss-concrete slab composite beam is supported, effectively can increase bending resistance and the torsional rigidity of girder truss, increase substantially the stability of girder truss, played the advantage of spatial triangle truss.
7, adopt the structure of steel truss-concrete slab composite beam simple, reasonable in design and easy construction, input cost is lower, and stress performance is excellent, the mode that in the lattice that upper chord and the lateral connection bar 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 factorial praluction, welding and perforate is convenient.Meanwhile, the form of structure of this steel truss-concrete slab composite beam is simple, and strong adaptability, the hole-opening of open pore steel plate institute is nose circle shape, more easily adapts to the hoop of various reinforcing bar in concrete, bends up layout.
8, adopt the result of use of steel truss-concrete slab composite beam good, adopt open pore steel plate, concrete tenon and the perforated rebar bundle be fastened on horizontal steel plate that bottom load-carrying members (i.e. steel truss) and concrete slab are connected to become entirety, improve structural integrity; Body structure surface (specifically concrete slab) can asphalt pave-load layer, and the effect of common opposing external load, improves the road-ability of bridge, strengthen the shear behavior of bridge.And, economic benefit and social benefit high, open pore steel plate is both as shear connector, be 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.Thus, the technical scheme that this steel truss-concrete slab composite beam adopts utilizes the open pore steel plate in steel truss upper chord and lateral connection system to form shear connections dexterously and constructs, bear the shearing in compound beam between steel truss and concrete slab and start power, avoiding bolt loaded down with trivial details in a large number to connect operation.To sum up, the present invention adopt that the structure of steel truss-concrete slab composite beam is simple, easy construction, stressed clear and definite and connect safe and reliable, result of use good, while widening PBL shear connector structure form and application, effectively can also solve the defects such as the shear connector connecting elements quantity that existing steel truss-Concrete Composite Beam exists is many, construction is inconvenient, efficiency of construction is lower, effectively can strengthen the combined effect in conjunction with joist steel purlin and concrete slab.
9, adopt the applied widely of steel truss-concrete slab composite beam, also can promote and be applicable to steel case or steel reinforced concrete bondbeam.
10, continuous rigid frame bridge whole construction process of constructing easy, during practice of construction, first, analyze the stressing conditions of each rod member present position of steel truss, according to the concrete stressed whether fill concrete of dividing, wherein all need fill concrete in lower chord, in the support type web member near bearing position, all need fill concrete; Secondly, construction bridge pier and abutment, and prefabricated concrete-filled steel tube truss sections is linked to be steel truss (now upper chord is connected with the horizontal line that winds up is do not install) with empty steel pipe truss sections by welding, Abutment steel truss support is on bearing, and main Dun Chu is supported by lower chord that is through and that strengthen; Finally, steel truss welds upper chord be connected with the horizontal line that winds up and be, and assembling reinforcement skeleton one, lay concrete slab on this basis, by shear connections structure steel truss and concrete slab be fastenedly connected and be integrated, directly bear vehicle wheel load, and participate in overall stressed as a part for compound section.Thus, the present invention continuous rigid frame bridge of constructing form 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, the reduction of erection time, and has stronger bearing capacity, and simple and reliable for structure, stress performance is good, and handsome in appearance.Meanwhile, the modularization degree of continuous rigid frame bridge of constructing high, be easy to assembled, build Loads of Long-span Bridges in area, valley, mountain area and there is significant advantage; Easy construction is quick, significant in bridge reconstruction in wartime and rescue and relief work.
In sum, structure of the present invention is simple, reasonable in design, easy construction and stress performance is excellent, result of use is good, effectively can solve the problems such as 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 the structural representation arranging transverse connection position steel truss-concrete slab composite beam in the embodiment of the present invention 1.
Fig. 1-2 is the structural representation not arranging transverse connection position steel truss-concrete slab composite beam in the embodiment of the present invention 1.
Fig. 1-3 is 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 is 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 is the connection status schematic diagram between transverse connection of the present invention and upper chord.
Fig. 1-6 is the structural representation arranging transverse connection position concrete slab in the embodiment of the present invention 1.
Fig. 1-7 is the structural representation not arranging transverse connection position concrete slab in the embodiment of the present invention 1.
Fig. 1-8 is the structural representation of 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.
Fig. 1-10 is the side portion structure schematic diagram of concrete slab of the present invention.
Fig. 1-11 is the upward view of Fig. 1-10.
Fig. 2-1 is the structural representation of bridge pier of the present invention.
Fig. 2-2 is the structural representation of Y shape bridge pier of the present invention.
Fig. 2-3 is the A-A sectional view in Fig. 2-2.
Fig. 2-4 is the B-B sectional view in Fig. 2-2.
Fig. 2-5 is the C-C sectional view in Fig. 2-2.
Fig. 2-6 is the D-D sectional view in Fig. 2-2.
Fig. 3-1 is the structural representation of abutment of the present invention.
Fig. 3-2 is using state reference diagram of the present invention.
Fig. 3-3 is the top view of Fig. 3-1.
Fig. 3-4 is the right view of Fig. 3-1.
Fig. 3-5 is the bearing state schematic diagram of 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 composite 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-wind up horizontal connection structure;
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; 1-4-6-hoop lacing wire;
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 bridge pier;
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 side barricade;
3-4-block; 3-5-bearing; 3-6-limiting cushion block;
3-8-ear wall; 4-bridge deck pavement.
Detailed description of the invention
Embodiment 1
A kind of continuous rigid frame bridge based on steel truss-concrete slab composite beam as shown in Figure 1, comprise bridge substructure and be bearing in the steel truss-concrete slab composite beam 1 on described bridge substructure, described bridge substructure comprises the bridge pier 2 and abutment 3 that support described steel truss-concrete slab composite beam 1, and described bridge pier 2 and abutment 3 are concrete structure.
As shown in Fig. 1-1, Fig. 1-2, it is that vertical bridge is to laying that described steel truss-concrete slab composite beam 1 comprises in indulging bridge to the steel truss laid and the concrete slab 1-2 be laid in directly over described steel truss, described concrete slab 1-2.Described steel truss comprises one or more in the steel truss unit 1-1 of vertical bridge to laying, multiple described steel truss unit 1-1 is laid in same level from left to right along direction across bridge, the structure of multiple described steel truss unit 1-1 all identical with size 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.
Composition graphs 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 arrange the inverted triangular truss beam being supported in the diagonal web member 1-1-3 described in lower chord 1-1-2 and twice between upper chord 1-1-1 respectively and forming, often arrange described diagonal web member 1-1-3 and include the many diagonal web member 1-1-3 laid from front to back, described upper chord 1-1-1 and lower chord 1-1-2 all in vertical bridge to laying, described in twice, upper chord 1-1-1 symmetry is laid in the oblique upper, the left and right sides of described lower chord 1-1-2, upper chord 1-1-1 described in described lower chord 1-1-2 and twice arranges described diagonal web member 1-1-3 by two and connects as one.Connected by the horizontal connection structure 1-1-4 that winds up between upper chord 1-1-1 described in twice, and upper chord 1-1-1 described in twice is all laid in same level with the horizontal connection structure 1-1-4 that winds up.In multiple 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, are connected 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.Described upper chord 1-1-1 comprise horizontal steel plate one 1-6-1 and multiple vertical open pore steel plate one 1-3-1 be all laid on described horizontal steel plate one 1-6-1, described horizontal steel plate one 1-6-1 and multiple described vertical open pore steel plate one 1-3-1 all in vertical bridge to laying.It is the horizontal connector that winds up that direction across bridge is laid that the described horizontal connection structure 1-1-4 that winds up comprises multiple tracks, the described horizontal connector that winds up comprises horizontal steel plate two 1-6-2 and multiple vertical open pore steel plate two 1-3-2 be all laid on described horizontal steel plate two 1-6-2, described horizontal steel plate two 1-6-2 and multiple described vertical open pore steel plate two 1-3-2 and all lays in direction across bridge.
In the present embodiment, multiple described vertical open pore steel plate two 1-3-2 is all laid on same plane and length direction along steel truss unit 1-1 is laid from front to back, and the structure of multiple described vertical open pore steel plate two 1-3-2 is all identical with size.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, multiple described steel truss unit 1-1 is all laid in same level, the upper chord 1-1-1 in each described steel truss unit 1-1 and lower chord 1-1-2 all in level to laying.
In the present embodiment, all upper chord 1-1-1 in described steel truss and the horizontal connection structure 1-1-4 that winds up between adjacent two upper chord 1-1-1 form 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 to wind up structural reinforced concrete structure in described lattice for building, cage of reinforcement one in described concrete slab 1-2 comprises longitudinal reinforcement one 1-4-1 that multiple tracks is laid along direction across bridge along vertical bridge side by side to hoop stirrup two 1-4-4 carrying out from front to back laying and multiple tracks, 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, each described vertical open pore steel plate one 1-3-1 all has a row respectively for the hole that hoop stirrup two 1-4-4 described in multiple tracks passes, each described vertical open pore steel plate two 1-3-2 has a row respectively for the hole that longitudinal reinforcement one 1-4-1 described in multiple tracks passes.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 construct for the shear connections being connected described steel truss and concrete slab 1-2 with hoop stirrup two 1-4-4 composition.
During practice of construction, hoop stirrup two 1-4-4 described in per pass is successively through the hole that multiple described vertical open pore steel plate one 1-3-1 laid side by side opens, and longitudinal reinforcement one 1-4-1 described in per pass is successively through the hole that multiple described vertical open pore steel plate two 1-3-2 laid side by side opens.
In the present embodiment, the symmetrical laying of the two described diagonal web member 1-1-3 of row in described steel truss unit 1-1, the equal indention of many described diagonal web member 1-1-3 often arranged in described diagonal web member 1-1-3 is laid, upper chord 1-1-1 described in twice is provided with multiple upper tie point connected with diagonal web member 1-1-3 upper end respectively in described steel truss unit 1-1, the symmetrical laying of multiple described upper tie point set on upper chord 1-1-1 described in twice and its composition is multipair respectively for the upper tie point that the horizontal connector that winds up described in multiple tracks connects, wind up described in the multiple tracks two ends of horizontal connector are connected on multipair described upper tie point respectively.
That is, to wind up described in multiple tracks in the horizontal connection structure 1-1-4 quantity of horizontal connector of winding up described in is identical with the quantity of multiple described upper tie point set on upper chord 1-1-1 described in twice.
In the present embodiment, 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 that respectively winds up in described steel truss unit 1-1 is all laid on same plane, and horizontal steel plate one 1-6-1 of upper chord 1-1-1 described in adjacent twice is fastenedly connected by horizontal steel plate two 1-6-2 of the horizontal connector that respectively winds up in the horizontal connection structure 1-1-4 that winds up and is integrated.
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 is the steel plate strip 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, the inside wall of described outer steel pipe one 1-5-1 is laid with multiple tracks stiffening rib one 1-5-2, described in multiple tracks, stiffening rib one 1-5-2 is PBL stiffening rib, on the inside wall that stiffening rib one 1-5-2 described in multiple tracks is all weldingly fixed on described outer steel pipe one 1-5-1 and its all lay along the central axial direction of described outer steel pipe one 1-5-1.
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, described outer steel pipe one 1-5-1 and described outer steel pipe two also can adopt round steel pipe or cross section to be foursquare steel pipe.
In the present embodiment, diagonal web member 1-1-3 in described steel truss unit 1-1 comprises tension member or compression member two type, described tension member is the empty steel pipe two that sky steel pipe one or inside are 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 diagonal web member 1-1-3, and according to stress, diagonal web member 1-1-3 is divided into tension member or compression member two type.
As Figure 1-5, multiple described vertical open pore steel plate one 1-3-1 in upper chord 1-1-1 described in per pass is all welded as a whole with each vertical open pore steel plate two 1-3-2 in connector horizontal described in multiple tracks is fastening, and multiple described vertical open pore steel plate one 1-3-1 is 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 in evenly laying.Described multiple described vertical open pore steel plate two 1-3-2 winded up in horizontal connector is in evenly laying.
Being positioned at the horizontal connector that to wind up described in supporting place of described bridge substructure in the described horizontal connection structure 1-1-4 that winds up is reinforced horizontal connector, and 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 except described reinforced horizontal connector in the described horizontal connection structure 1-1-4 that winds up 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.The width of horizontal steel plate two 1-6-2 described in described reinforced horizontal connector 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 described plain edition transverse direction connector.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 two described vertical open pore steel plate one 1-3-1 adjacent in described upper chord 1-1-1.
Simultaneously, described cage of reinforcement one also comprises multiple tracks and to be all laid on same plane and it is all laid in direction across bridge to longitudinal reinforcement two 1-4-2 laid, hoop stirrup one 1-4-3 described in multiple tracks in vertical bridge along vertical bridge to hoop stirrup one 1-4-3 carrying out from front to back laying and multiple tracks.Wherein, the structure of hoop stirrup one 1-4-3 is as shown in Fig. 1-9-2.
In the present embodiment, described in multiple tracks, hoop stirrup one 1-4-3 is all laid in same level.Described in multiple tracks, hoop stirrup two 1-4-4 is all laid in same level, and described in multiple tracks, longitudinal reinforcement one 1-4-1 is all laid in same level.
In described lattice beam string structure meta in vertical open pore steel plate one 1-3-1 of the leftmost side be the vertical open pore steel plate one in left side, in described lattice beam string structure meta in vertical open pore steel plate one 1-3-1 of the rightmost side be the vertical open pore steel plate one in right side.Described hoop stirrup one 1-4-3 is the U-stirrups of bottom opening, the two ends of described hoop stirrup one 1-4-3 are weldingly fixed on the vertical open pore steel plate one of the vertical open pore steel plate in described left side one and described right side respectively, above the horizontal connector that winds up described in described hoop stirrup one 1-4-3 is positioned at.In the present embodiment, described in multiple tracks, hoop stirrup one 1-4-3 is all laid in outside longitudinal reinforcement one 1-4-1 described in multiple tracks.
In the present embodiment, described hoop stirrup two 1-4-4 is for remaining silent stirrup and it is laid in the periphery of longitudinal reinforcement two 1-4-2 described in longitudinal reinforcement one 1-4-1 described in multiple tracks and multiple tracks, and described in longitudinal reinforcement one 1-4-1 described in per pass 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.Longitudinal reinforcement two 1-4-2 described in multiple tracks is laid in plate face and the edge of a wing place of concrete slab 1-2 respectively, and longitudinal reinforcement two 1-4-2 described in per pass is all welded and fixed with hoop stirrup one 1-4-3 described in multiple tracks and is integrated.
That is, described hoop stirrup one 1-4-3 be positioned at described in wind up above horizontal connector and it is around in the periphery of longitudinal reinforcement two 1-4-2 described in multiple tracks; Described hoop stirrup two 1-4-4 for remain silent stirrup its successively through the hole on multiple vertical open pore steel plate one 1-3-1 that lays side by side and it is around in the periphery of longitudinal reinforcement two 1-4-2 described in longitudinal reinforcement one 1-4-1 described in multiple tracks and multiple tracks.
Simultaneously, composition graphs 1-9-4 and Fig. 1-9-5, described hoop stirrup two 1-4-4 is fixed with vertical lacing wire 1-4-5 described in multiple tracks hoop lacing wire 1-4-6 and the vertical lacing wire 1-4-5 of multiple tracks, hoop lacing wire 1-4-6 described in multiple tracks and multiple tracks to be all laid on same vertical plane to stirrup two 1-4-4 with institute retainer ring.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 described in multiple tracks, hoop lacing wire 1-4-6 is all sleeved on outside upper chord 1-1-1.
In the present embodiment, in described lattice, vertical open pore steel plate one 1-3-1 described in beam string structure is all identical with the vertical height of described vertical open pore steel plate two 1-3-2.Multiple described vertical open pore steel plate one 1-3-1 in upper chord 1-1-1 described in per pass is all welded as a whole with each vertical open pore steel plate two 1-3-2 in connector horizontal described in multiple tracks is fastening.
As shown in figures 1-8, the hole that described vertical open pore steel plate one 1-3-1 and described vertical open pore steel plate two 1-3-2 opens is nose circle shape hole, and described vertical open pore steel plate one 1-3-1 is all identical with the size of institute's hole-opening on described vertical open pore steel plate two 1-3-2 and it is all in evenly laying.
During practice of construction, the thickness of described concrete slab 1-2 is 30cm ~ 40cm.Top 10cm ~ the 20cm lower than described concrete slab 1-2 top of described vertical open pore steel plate one 1-3-1 and described vertical open pore steel plate two 1-3-2.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, on described vertical open pore steel plate one 1-3-1 open the vertical height H=19m in nose circle shape hole, transverse width D=7cm and the spacing in adjacent two described nose circle shape holes is 12cm, on described vertical open pore steel plate one 1-3-1 to open nose circle shape Kongzui lower edge 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 multiple vertical open pore steel plate sections one laid from front to back, described vertical open pore steel plate sections one has 2950mm and 6000mm two kinds of length.
On described vertical open pore steel plate two 1-3-2 open vertical height H=17m, the transverse width D=7cm in nose circle shape hole and the spacing in adjacent two described nose circle shape holes is 12cm, on described vertical open pore steel plate two 1-3-2 to open nose circle shape Kongzui lower edge apart from the spacing of vertical open pore steel plate two 1-3-2 lower edge be 25mm, described vertical open pore steel plate two 1-3-2 is assembled by multiple vertical open pore steel plate sections two laid from front to back, and described vertical open pore steel plate sections two has 500mm and 3700mm two kinds of length.
During practice of construction, can according to specific needs, on vertical open pore steel plate one 1-3-1 and described vertical open pore steel plate two 1-3-2 open nose circle shape hole the spacing of vertical height H and transverse width D and adjacent two described nose circle shape holes adjust 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, the longitudinal reinforcement one 1-4-1 undulate be laid at concrete slab 1-2 span centre position is laid, and longitudinal reinforcement one 1-4-1 winded up between horizontal connector upwards bends up described in the adjacent twice in front and back, build thickness with what reduce concrete slab 1-2.
During practice of construction, vertical open pore steel plate one 1-3-1 described in described upper chord 1-1-1 is connected with being fixed with welding manner between described horizontal steel plate one 1-6-1, and described diagonal web member 1-1-3 upper end is connected with being all fixed with welding manner between described horizontal steel plate and between its lower end with lower chord 1-1-2.
To sum up, described vertical open pore steel plate one 1-3-1 and vertical open pore steel plate two 1-3-2 is 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 is 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 being concrete slab 1-2, makes upper chord 1-1-1 all be fastenedly connected with concrete slab 1-2 with the horizontal connection structure 1-1-4 that winds up and is integrated.Described vertical open pore steel plate one 1-3-1 is mutually concordant with the bottom of concrete slab 1-2 with the bottom of vertical open pore steel plate two 1-3-2 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.
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 to be 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, described wind up horizontal connection structure 1-1-4 and the intersection of upper chord 1-1-1 adopt upper chord 1-1-1 overall through and the horizontal connection structure 1-1-4 that winds up disconnects the mode of welding, form plane grid-system (i.e. beam string structure in described lattice), in described lattice, beam string structure is simultaneously as the steel saddle of concrete slab 1-2.
Due to described vertical open pore steel plate one 1-3-1 and vertical open pore steel plate two 1-3-2 all having row's nose circle shape hole, and to open the vertical height in nose circle shape hole larger, to be conducive in concrete slab 1-2 lay reinforcing bar (specifically referring to longitudinal reinforcement one 1-4-1 and hoop stirrup two 1-4-4) bend up layout, as the reserving hole of reinforcing bar in concrete slab 1-2.Described concrete slab 1-2 to be supported in the described lattice that formed by the horizontal connection structure 1-1-4 and upper chord 1-1-1 that winds up on beam string structure, and rely in each nose circle shape hole and build shaping concrete tenon and through longitudinal reinforcement one 1-4-1 bears the vertically shearing in 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 overall steel truss-concrete slab compound beam.
During practice of construction, after described Welding steel truss is shaping, 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 adopted 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 adopts HRB400 reinforcing bar, described hoop stirrup one 1-4-3 and hoop stirrup two 1-4-4 all adopts plain bar and it all adopts plain bars HPB300.During concreting, necessary vibration compacting, especially notes the pouring quality of hole place concrete tenon, carries out health after concreting completes in strict accordance with related specifications.
In the present embodiment, described concrete slab 1-2 mats formation and has bridge deck pavement 4.
In the present embodiment, the quantity of described bridge pier 2 is multiple, and the structure of multiple described bridge pier 2 is all identical.During practice of construction, multiple described bridge pier 2 is laid along the vertical bridge of constructed continuous rigid frame bridge from front to back to direction.
As shown in Figure 5, described steel truss unit 1 also comprises support type web member two 1-1-7 that multicomponent is not positioned at supporting place of multiple described bridge pier 2, often organize described support type web member two 1-1-7 and include the symmetrical laying in two, left and right and support type web member two 1-1-7 be laid on same vertical plane, described support type web member two 1-1-7 is encased structures and its inside is laid with multiple tracks stiffening rib four; Two described support type web member two 1-1-7 often organized in described support type web member two 1-1-7 to be laid in described in twice between upper chord 1-1 and lower chord 1-2 respectively.
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 supported on horizontal cushion cap 2-3 and to steel truss unit 1-1.The quantity of described Y shape bridge pier 2-2 is identical with the quantity of steel truss unit 1-1 included in described steel truss, multiple described Y shape bridge pier 2-2 along direction across bridge to be laid in side by side in same level and its installation position respectively with the installation position one_to_one corresponding of multiple described steel truss unit 1-1 in described steel truss.
In the present embodiment, described Y shape bridge pier 2-2 comprises vertical main pier shaft 2-2-1 and two and lays respectively at oblique branch pier shaft 2-2-2 above 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 branch pier shaft 2-2-2 is steel case concrete structure.Institute supporting steel truss unit 1-1 is positioned at vertical main pier shaft 2-2-1 top, two, left and right described support type web member two 1-1-7 be positioned at directly over vertical main pier shaft 2-2-1 is laid in two described oblique branch pier shaft 2-2-2 respectively, and two described support type web member two 1-1-7 are respectively the steel frame of two described oblique branch pier shaft 2-2-2 and the two is respectively with two that described oblique branch pier shaft 2-2-2 builds and is integrated.The lower chord 1-1-2 of institute 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, the symmetrical laying of two described oblique branch pier shaft 2-2-2 in described Y shape bridge pier 2-2-2, is positioned at the symmetrical laying of two described support type web member two 1-1-7 directly over vertical main pier shaft 2-2-1 and the end face of end face oblique branch pier shaft 2-2-2 described with two respectively of the two is mutually concordant.
In the present embodiment, described vertical main pier shaft 2-2-1 comprises vertical steel case one 2-2-5, the multiple vertical stiffening rib 2-2-3 be laid on vertical steel case one 2-2-5 inside wall, be multiplely laid in diaphragm one 2-2-4 of vertical steel case one 2-2-5 inside from the bottom to top and build concrete structure one 2-5-1 in vertical steel case one 2-2-5.Two described oblique branch pier shaft 2-2-2 include oblique steel case two 2-2-8, the multiple longitudinal stiffener 2-2-9 be laid on oblique steel case two 2-2-8 inside wall, be multiplely laid in diaphragm two 2-2-10 of oblique steel case two 2-2-8 inside from the bottom to top 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 supplying the lower chord 1-1-2 of institute supporting steel truss unit 1-1 to pass through.
In the present embodiment, described vertical main pier shaft 2-2-1 is that PBL puts more energy into shape steel tube concrete structure.Multiple described vertical stiffening rib 2-2-3 is PBL stiffening rib and it is all vertical runs with the inside wall of installation position place of institute vertical steel case one 2-2-5.
In the present embodiment, multiple described diaphragm one 2-2-4 all in level to laying, the structure of multiple described diaphragm one 2-2-4 and size all with internal construction and the consistent size of its installation position place vertical steel case one 2-2-5, the surrounding sidewall of multiple 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, described diaphragm one 2-2-4 has multiple respectively for edges of boards tongue and groove one 2-2-7 that multiple described vertical stiffening rib 2-2-3 passes.
In the present embodiment, described oblique branch pier shaft 2-2-2 is that PBL puts more energy into shape steel tube concrete structure.Multiple described longitudinal stiffener 2-2-9 is PBL stiffening rib and it is all laid along the central axial direction of laid oblique steel case two 2-8, multiple described longitudinal stiffener 2-2-9 all with the stiffener that the inside wall of installation position place of institute vertical steel case one 2-2-5 is vertical runs.
Multiple described diaphragm two 2-2-10 is all vertical runs with the inside wall of installation position place of institute oblique steel case two 2-2-8.The structure of multiple described diaphragm two 2-2-10 and size all with internal construction and the consistent size of its installation position place oblique steel case two 2-2-8, the surrounding sidewall of multiple 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, described diaphragm two 2-2-10 has multiple respectively for edges of boards tongue and groove two 2-2-12 that multiple described longitudinal stiffener 2-2-9 passes.
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 adjust accordingly according to the wall thickness of the force request of bridge pier to vertical steel case one 2-2-5 and oblique steel case two 2-8.Spacing between neighbouring two described diaphragm one 2-2-4 is about 2m.
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 multiple hole, and the length direction of floor of putting more energy into described in multiple described hole edge is laid from front to back.In the present embodiment, described in 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 comparatively large and pier section size 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 comprise vertical steel case one 2-2-5 and coaxial package in vertical steel case one 2-2-5 in steel case, described concrete structure one 2-5-1 builds the concrete structure between vertical steel case one 2-2-5 and described interior steel case, multiple described diaphragm one 2-2-4 is 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.Multiple described vertical stiffening rib 2-2-3 is all laid on the inside wall of vertical steel case one 2-2-5.Such as, when the cross sectional dimensions of 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 supported horizontal cushion cap 2-3.Described in described horizontal cushion cap 2-3 and Duo Gen, vertical pillar 2-4 is reinforced concrete structure, and described in described horizontal cushion cap 2-3 and Duo Gen, vertical pillar 2-4 builds and is integrated; Described Y shape bridge pier 2-2 and horizontal cushion cap 2-3 builds and is integrated.
In the present embodiment, the quantity of described abutment 3 is two, and two described abutments 3 are bearing in below the rear and front end of described steel truss-concrete slab composite beam 1 respectively.
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, be laid in the horizontal support platform 3-1 in described pile foundation one and be laid on horizontal support platform 1 and carry out spacing beam body locating part to steel truss unit 1-1, the quantity of described beam body locating part is identical with the quantity of steel truss unit 1-1 included in described steel truss, multiple described beam body locating part along direction across bridge to be laid in side by side in same level and its installation position respectively with the installation position one_to_one corresponding of multiple described steel truss unit 1-1 in described steel truss.The arranged outside of described beam body locating part has front side barricade 3-3, and described front side barricade 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 spacing steel truss unit 1-1 both sides, the beam body installing zone for institute spacing steel truss unit 1-1 installation is left between two described block 3-4, be provided with the bearing 3-5 for institute spacing steel truss unit 1-1 installation bottom described beam body installing zone, 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 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 support type web member one 1-1-6 that two groups lay respectively at supporting place of two described abutments 3, often organize described support type web member one 1-1-6 and include the symmetrical laying in two, left and right and support type web member one 1-1-6 be laid on same vertical plane, described support type web member one 1-1-6 is encased structures and its inside is laid with multiple tracks stiffening rib three; Two described support type web member one 1-1-6 often organized in described support type web member one 1-1-6 to be laid in described in twice between upper chord 1-1 and lower chord 1-2 respectively.
In the present embodiment, described horizontal support platform 3-1, column 3-2, front side barricade 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 side barricade 3-3 and two described block 3-4 inside is fixed as one, and horizontal support platform 3-1, column 3-2, a front side barricade 3-3 and two described block 3-4 all build and be 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 is 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 from top to bottom intilted inclined plane and it is by carrying out spacing beam body confined planes to spacing steel truss unit 1-1 gradually.
In the present embodiment, described beam body confined planes and institute spacing steel truss unit 1-1 between be provided with limiting cushion block 3-6, in described beam body locating part two described block 3-4 end face on 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 6 pieces and it is 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, make between block 3-4 and described girder, there is certain dilatation space by described rubber cushion blocks.
Actual when using, 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 side barricade 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 with front side barricade 3-3 and are integrated.In the present embodiment, two described ear wall 3-8 are all vertical runs with front side barricade 3-3
In the present embodiment, two described block 3-4 all with front side barricade 3-3 near.
During practice of construction, after pile foundation construction completes, horizontal support platform 3-1 is constructed, first formwork erection and reinforcing bar binding is carried out, and the reinforcing bar reserved for being connected with ear wall 3-8 with front side barricade 3-3, block 3-4, the then concrete of horizontal support platform 3-1, carries out colligation to the reinforcing cage of front side barricade 3-3, block 3-4 and ear wall 3-8 afterwards, and after reinforcing bar binding completes, then complete the concrete pouring construction of front side barricade 3-3, block 3-4 and ear wall 3-8 gradually from bottom to top.
Actual when constructing, first select suitable form of construction work according to construction plant and construction equipment, raft support method or erection by protrusion can be adopted 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 includes outer steel pipe two and builds the concrete structure four in described outer steel pipe two, the inside wall of described outer steel pipe two is laid with multiple tracks stiffening rib two, described in multiple tracks, stiffening rib two is PBL stiffening rib, on the inside wall that stiffening rib two described in multiple tracks is all weldingly fixed on described outer steel pipe two and its all lay along the central axial direction of described outer steel pipe two, stiffening rib two described in per pass is all vertical runs with the inside wall of outer steel pipe two described in its installation position place.Described PBL stiffening rib is the perforate stiffening rib that top has the multiple through holes be positioned on same row.
During practice of construction, the cross sectional dimensions being 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 being positioned at abutment supporting place, and the cross sectional dimensions being positioned at support type web member one 1-1-6 of abutment supporting place is identical with the cross sectional dimensions of described diagonal web member 1-1-3.
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 multiple, the upper chord 1-1-1 that in described lattice, in beam string structure, adjacent two the described steel truss unit 1-1 in left and right share is common type upper chord, and the upper chord 1-1-1 in described lattice in beam string structure 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 in described plain edition upper chord between adjacent two described vertical open pore steel plate one 1-3-1.
In the present embodiment, the lower chord 1-1-2 of adjacent two the described steel truss unit 1-1 in left and right lays left and right adjacent twice lower chord 1-1-2 at grade, lower chord 1-1-2 described in the horizontal connection structure 1-1-5 of lower edge twice adjacent with left and right to be laid in same level and it to comprise multiple tracks be the lower edge transverse direction connector that direction across bridge is laid.Lower chord 1-1-2 described in the adjacent twice in left and right is provided with multiple lower tie point connected with diagonal web member 1-1-3 lower end respectively, the symmetrical laying of multiple described lower tie point set on lower chord 1-1-2 described in the adjacent twice in left and right and its composition is multipair respectively for the lower tie point that the horizontal connector of lower edge described in multiple tracks connects, the two ends of the horizontal connector of lower edge described in multiple tracks are connected on multipair described lower tie point respectively.
That is, in the horizontal connection structure 1-1-5 of described lower edge described in multiple tracks under wind up horizontal connector quantity twice adjacent with left and right described in the quantity of multiple described lower tie point set by lower chord 1-1-2 identical.
In the present embodiment, the right side steel truss unit that adjacent two the described steel truss unit 1-1 in left and right are respectively left side steel truss unit and are positioned on the right side of the steel truss unit of described left side; The row diagonal web member 1-1-3 that a row diagonal web member 1-1-3 on the right side of being arranged in the steel truss unit of described left side and described right side steel truss unit are positioned at left side symmetrically 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 steel truss unit 1-1 included in described steel truss is adjusted accordingly.
In the present embodiment, the structure of remainder is all identical with embodiment 1 with annexation.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, 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 composite beam, it is characterized in that: comprise bridge substructure and be bearing in the steel truss-concrete slab composite beam (1) on described bridge substructure, described bridge substructure comprises the bridge pier (2) and abutment (3) that support described steel truss-concrete slab composite beam (1), and described bridge pier (2) and abutment (3) are concrete structure; Described steel truss-concrete slab composite beam (1) comprises in vertical bridge to the steel truss laid and the concrete slab (1-2) be laid in directly over described steel truss, and described concrete slab (1-2) is that vertical bridge is to laying; Described steel truss comprises one or more in the steel truss unit (1-1) of vertical bridge to laying, multiple described steel truss unit (1-1) is laid in same level from left to right along direction across bridge, the structure of multiple described steel truss unit (1-1) all identical with size 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 arrange the inverted triangular truss beam being supported in the diagonal web member (1-1-3) described in lower chord (1-1-2) and twice between upper chord (1-1-1) respectively and forming, often arrange described diagonal web member (1-1-3) and include the many diagonal web members (1-1-3) laid from front to back, described upper chord (1-1-1) and lower chord (1-1-2) all in vertical bridge to laying, upper chord described in twice (1-1-1) symmetry is laid in the oblique upper, the left and right sides of described lower chord (1-1-2), described lower chord (1-1-2) arranges described diagonal web member (1-1-3) with upper chord (1-1-1) described in twice by two and connects as one, connected by the horizontal connection structure (1-1-4) that winds up between upper chord described in twice (1-1-1), and upper chord described in twice (1-1-1) is all laid in same level with the horizontal connection structure (1-1-4) that winds up, in multiple 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), are connected 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, described upper chord (1-1-1) comprises horizontal steel plate one (1-6-1) and multiple vertical open pore steel plate one (1-3-1) be all laid on described horizontal steel plate one (1-6-1), described horizontal steel plate one (1-6-1) and multiple described vertical open pore steel plate one (1-3-1) all in vertical bridge to laying, it is the horizontal connector that winds up that direction across bridge is laid that the described horizontal connection structure (1-1-4) that winds up comprises multiple tracks, the described horizontal connector that winds up comprises horizontal steel plate two (1-6-2) and multiple vertical open pore steel plate two (1-3-2) be all laid on described horizontal steel plate two (1-6-2), and described horizontal steel plate two (1-6-2) and multiple described vertical open pore steel plate two (1-3-2) are all laid in direction across bridge,
All upper chords (1-1-1) in described steel truss and the horizontal connection structure (1-1-4) that winds up between adjacent two upper chords (1-1-1) form beam string structure in lattice, described concrete slab (1-2) to wind up structural reinforced concrete structure in described lattice for building, cage of reinforcement one in described concrete slab (1-2) comprises the longitudinal reinforcement one (1-4-1) that multiple tracks is laid along direction across bridge along vertical bridge side by side to the hoop stirrup two (1-4-4) carrying out from front to back laying and multiple tracks, 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, each described vertical open pore steel plate one (1-3-1) all has a row and supplies the hole that described in multiple tracks, hoop stirrup two (1-4-4) passes respectively, each described vertical open pore steel plate two (1-3-2) has a row and supplies the hole that described in multiple tracks, longitudinal reinforcement one (1-4-1) passes 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) construct for the shear connections being connected described steel truss and concrete slab (1-2) with hoop stirrup two (1-4-4) composition.
2. according to the continuous rigid frame bridge based on steel truss-concrete slab composite beam according to claim 1, it is characterized in that: the quantity of described abutment (3) is two, two described abutments (3) are bearing in below the rear and front end of described steel truss-concrete slab composite beam (1) respectively;
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 (3-1) to be gone up and carries out spacing beam body locating part to steel truss unit (1-1), the quantity of described beam body locating part is identical with the quantity of steel truss unit (1-1) included in described steel truss, multiple described beam body locating part along direction across bridge to be laid in side by side in same level and its installation position respectively with the installation position one_to_one corresponding of multiple described steel truss unit (1-1) in described steel truss; The arranged outside of described beam body locating part has front side barricade (3-3), and described front side barricade (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 spacing steel truss unit (1-1) both sides, leave between two described blocks (3-4) for the beam body installing zone installed of spacing steel truss unit (1-1), be provided with bottom described beam body installing zone for the bearing (3-5) installed of spacing steel truss unit (1-1), 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 at block (3-4) top and is provided with a bed course between itself and block (3-4); Described steel truss unit (1-1) also comprises the support type web member one (1-1-6) that two groups lay respectively at supporting place of two described abutments (3), often organize described support type web member one (1-1-6) and include the symmetrical laying in two, left and right and the support type web member one (1-1-6) be laid on same vertical plane, described support type web member one (1-1-6) is for encased structures and its inside is laid with multiple tracks stiffening rib three; The two described support type web members one (1-1-6) often organized in described support type web member one (1-1-6) are laid between upper chord described in twice (1-1-1) and lower chord (1-1-2) respectively.
3. according to the continuous rigid frame bridge based on steel truss-concrete slab composite beam described in claim 1 or 2, it is characterized in that: the quantity of described bridge pier (2) is multiple, the structure of multiple described bridge pier (2) is all identical; Described steel truss unit (1-1) also comprises the support type web member two (1-1-7) that multicomponent is not positioned at supporting place of multiple described bridge pier (2), often organize described support type web member two (1-1-7) and include the symmetrical laying in two, left and right and the support type web member two (1-1-7) be laid on same vertical plane, described support type web member two (1-1-7) is for encased structures and its inside is laid with multiple tracks stiffening rib four; The two described support type web members two (1-1-7) often organized in described support type web member two (1-1-7) are laid between upper chord described in twice (1-1-1) and lower chord (1-1-2) respectively;
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 horizontal cushion cap (2-3) to be gone up and the Y shape bridge pier (2-2) supported steel truss unit (1-1); The quantity of described Y shape bridge pier (2-2) is identical with the quantity of steel truss unit (1-1) included in described steel truss, multiple described Y shape bridge pier (2-2) along direction across bridge to be laid in side by side in same level and its installation position respectively with the installation position one_to_one corresponding of multiple described steel truss unit (1-1) in described steel truss; Described Y shape bridge pier (2-2) comprises vertical main pier shaft (2-2-1) and two oblique branches pier shaft (2-2-2) laid respectively at above vertical main pier shaft (2-2-1) left and right sides, and described vertical main pier shaft (2-2-1) and two described oblique branches pier shaft (2-2-2) are steel case concrete structure; Institute supporting steel truss unit (1-1) is positioned at vertical main pier shaft (2-2-1) top, two, the left and right described support type web member two (1-1-7) be positioned at directly over vertical main pier shaft (2-2-1) is laid in two described oblique branches pier shaft (2-2-2) respectively, two described support type web members two (1-1-7) be respectively the steel frame of two described oblique branches pier shaft (2-2-2) and the two respectively with two described oblique branch pier shaft (2-2-2) build and be integrated; 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 composite beam according to claim 3, it is characterized in that: pier shaft (2-2-2) the symmetrical laying of two in described Y shape bridge pier (2-2) described oblique branches, be positioned at the symmetrical laying of two described support type web members two (1-1-7) directly over vertical main pier shaft (2-2-1) and the end face of end face oblique branch pier shaft (2-2-2) described with two respectively of the two is mutually concordant; Described vertical main pier shaft (2-2-1) comprises vertical steel case one (2-2-5), the multiple vertical stiffening rib (2-2-3) be laid on vertical steel case one (2-2-5) inside wall, be multiplely laid in the inner diaphragm one (2-2-4) of vertical steel case one (2-2-5) from the bottom to top and build the concrete structure one (2-5-1) in vertical steel case one (2-2-5), and the direction across bridge width of described vertical steel case one (2-2-5) reduces from the bottom to top gradually.
5. according to the continuous rigid frame bridge based on steel truss-concrete slab composite beam according to claim 3, it is characterized in that: described vertical main pier shaft (2-2-1) comprises vertical steel case one (2-2-5), the multiple vertical stiffening rib (2-2-3) be laid on vertical steel case one (2-2-5) inside wall, be multiplely laid in the inner diaphragm one (2-2-4) of vertical steel case one (2-2-5) from the bottom to top and build the concrete structure one (2-5-1) in vertical steel case one (2-2-5); Two described oblique branches pier shaft (2-2-2) include oblique steel case two (2-2-8), the multiple longitudinal stiffeners (2-2-9) be laid on oblique steel case two (2-2-8) inside wall, be multiplely laid in the inner diaphragm two (2-2-10) of oblique steel case two (2-2-8) from the bottom to top 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 supplying the lower chord (1-1-2) of institute's supporting steel truss unit (1-1) to pass through;
Multiple described diaphragm one (2-2-4) all in level to laying, the surrounding sidewall of multiple 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), described diaphragm one (2-2-4) has multiple edges of boards tongue and groove one (2-2-7) supplying multiple described vertical stiffening rib (2-2-3) to pass respectively; Multiple described diaphragm two (2-2-10) is all vertical runs with the inside wall of institute's installation position place oblique steel case two (2-2-8), and the surrounding sidewall of multiple 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), described diaphragm two (2-2-10) has multiple edges of boards tongue and groove two (2-2-12) supplying multiple described longitudinal stiffener (2-2-9) to pass respectively.
6. according to the continuous rigid frame bridge based on steel truss-concrete slab composite beam described in claim 1 or 2, it is characterized in that: two row described diagonal web member (1-1-3) symmetrical layings in described steel truss unit (1-1), often arrange many described diagonal web members (1-1-3) all indention layings in described diagonal web member (1-1-3), in described steel truss unit (1-1), upper chord (1-1-1) described in twice is provided with multiple upper tie point connected with diagonal web member (1-1-3) upper end respectively, the symmetrical laying of multiple described upper tie point that upper chord described in twice (1-1-1) is upper set and its composition is multipair respectively for the upper tie point that the horizontal connector that winds up described in multiple tracks connects, wind up described in the multiple tracks two ends of horizontal connector are connected on multipair described upper tie point respectively, the lower chord (1-1-2) of adjacent two the described steel truss unit (1-1) in left and right is lay the adjacent twice lower chord (1-1-2) in left and right at grade, lower chord (1-1-2) described in horizontal connection structure (1-1-5) twice adjacent with left and right of lower edge to be laid in same level and it to comprise multiple tracks be the lower edge transverse direction connector that direction across bridge is laid, lower chord (1-1-2) described in the adjacent twice in left and right is provided with multiple lower tie point connected with diagonal web member (1-1-3) lower end respectively, the symmetrical laying of multiple described lower tie point that lower chord (1-1-2) described in the adjacent twice in left and right is upper set and its composition is multipair respectively for the lower tie point that the horizontal connector of lower edge described in multiple tracks connects, the two ends of the horizontal connector of lower edge described in multiple tracks are connected on multipair described lower tie point respectively, respectively wind up in described steel truss unit (1-1) 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 one (1-6-1) of upper chord (1-1-1) described in adjacent twice is fastenedly connected by the horizontal steel plate two (1-6-2) of the horizontal connector that respectively winds up in the horizontal connection structure (1-1-4) that winds up and is integrated.
7. according to the continuous rigid frame bridge based on steel truss-concrete slab composite 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 composite 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 in evenly laying; The described multiple described vertical open pore steel plate two (1-3-2) winded up in horizontal connector is in evenly laying; Being positioned at the horizontal connector that to wind up described in supporting place of described bridge substructure in the described horizontal connection structure (1-1-4) that winds up is reinforced horizontal connector, and in described reinforced horizontal connector, the quantity of included vertical open pore steel plate two (1-3-2) is 6 ~ 8; The horizontal connector that winds up described in except described reinforced horizontal connector in the described horizontal connection structure (1-1-4) that winds up 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; The width of horizontal steel plate two (1-6-2) described in described reinforced horizontal connector is greater than the width of horizontal steel plate two (1-6-2) described in the horizontal connector of described plain edition;
The upper chord (1-1-1) that in described lattice, in beam string structure, adjacent two the described steel truss unit (1-1) in left and right are shared is common type upper chord, and the upper chord (1-1-1) in described lattice in beam string structure 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 in described plain edition upper chord between adjacent two described vertical open pore steel plates one (1-3-1).
9. according to the continuous rigid frame bridge based on steel truss-concrete slab composite 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) carrying out from front to back laying and multiple tracks in the longitudinal reinforcement two (1-4-2) of vertical bridge to laying, hoop stirrup one (1-4-3) described in multiple tracks is all laid on same plane and it is all laid in direction across bridge; 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 the vertical open pore steel plate one of the vertical open pore steel plate in described left side one and described right side respectively, above the horizontal connector that winds up described in described hoop stirrup one (1-4-3) is positioned at; Described hoop stirrup two (1-4-4) is for remaining silent stirrup and it is laid in the periphery of longitudinal reinforcement two (1-4-2) described in longitudinal reinforcement one (1-4-1) described in multiple tracks and multiple tracks, and described in longitudinal reinforcement one (1-4-1) described in per pass and per pass, longitudinal reinforcement two (1-4-2) is all welded and fixed with hoop stirrup described in multiple tracks two (1-4-4) and is integrated; Longitudinal reinforcement two (1-4-2) described in multiple tracks is laid in plate face and the edge of a wing place of concrete slab (1-2) respectively, and longitudinal reinforcement two (1-4-2) described in per pass is all welded and fixed with hoop stirrup described in multiple tracks one (1-4-3) and is integrated.
10. according to the continuous rigid frame bridge based on steel truss-concrete slab composite beam according to claim 2, it is characterized in that: described horizontal support platform (3-1), column (3-2), front side barricade (3-3) and block (3-4) are reinforced concrete structure, described horizontal support platform (3-1), column (3-2), the tie with reinforcing bar of front side barricade (3-3) and two described block (3-4) inside is fixed as one, and horizontal support platform (3-1), column (3-2), front side barricade (3-3) and two described blocks (3-4) are all built and are integrated, described block (3-4) comprises sole piece and is 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 from top to bottom intilted inclined plane and it is by carrying out spacing beam body confined planes to spacing steel truss unit (1-1) gradually, described beam body confined planes and institute spacing steel truss unit (1-1) between be provided with limiting cushion block (3-6), in described beam body locating part two described blocks (3-4) end face on be provided with limiting cushion block (3-6).
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