CN204662278U - A kind of girder steel plug-in type mixing joist steel-mixed adapter section structure - Google Patents
A kind of girder steel plug-in type mixing joist steel-mixed adapter section structure Download PDFInfo
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- CN204662278U CN204662278U CN201520365079.8U CN201520365079U CN204662278U CN 204662278 U CN204662278 U CN 204662278U CN 201520365079 U CN201520365079 U CN 201520365079U CN 204662278 U CN204662278 U CN 204662278U
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Abstract
The utility model discloses a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure, comprise the concrete beam-compound beam syndeton be connected between concrete beam and compound beam, compound beam comprises multiple tracks girder steel and concrete slab; Girder steel is plate girder and it comprises top flange plate, bottom wing listrium and web; Concrete beam-compound beam syndeton comprises the combined type shear connections structure laterally running through reinforcing bar and multiple junction between concrete beam and compound beam under transverse direction in front bearing plate, multiple rear bearing plate, multiple tracks runs through reinforcing bar, multiple tracks; Combined type shear connections structure includes two upper stiffness transition stiffening ribs, two lower stiffness transition stiffening ribs, two upper longitudinal stiffeners and two lower longitudinal stiffeners; Top flange plate and bottom wing listrium are inserted on the sections in concrete beam and are provided with WELDING STUDS.The utility model structure is simple, reasonable in design and easy construction, result of use are good, is constructed into the good connecting effect of shaped steel-mixed joint portion and reasonable stress.
Description
Technical field
The utility model belongs to technical field of bridge construction, especially relates to a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure.
Background technology
The material of bridge main beam generally has steel and concrete two kinds, and girder can be divided into girder steel, concrete beam, compound beam and hybrid beam by the various combination of this bi-material.Compound beam is made up of steel and concrete bi-material in cross section, is the combination of different materials in cross section.Hybrid beam refers to that girder is made up of along the length direction of beam steel and concrete bi-material, and the beam body of girder is girder steel, and the beam body of end bay is concrete beam.In the mixing beam bridge of hybrid beam cable stayed bridge and other type, steel-mixed adapter section, by arranging shear connector and through prestressing tendon between girder adapter section steel beam column and concrete component, completes the smoothly transition of girder steel to concrete beam rigidity and the even transmission of load.For the structure of mixing beam bridge uniqueness, when selecting the structure of adapter section, the smooth and easy of the smooth-going and Stress transmit of stiffness transition between girder steel and concrete beam to be noted especially, avoid producing excessive stress and concentrate and knuckle, guarantee that beam is durable in use and vehicle smooth ride is comfortable; Meanwhile, the convenience that girder steel and concrete beam adapter section are constructed to also be considered.
During practice of construction, the structure of steel-mixed adapter section is comparatively complicated, although done certain stiffness transition tectonic sieving for ensureing that the transition of girder rigidity is smooth-going, still there is the phenomenon of stress raisers and discontinuity in actual use.In domestic steel constructed at present-mixed adapter section, the compound beam form adopting steel box-girder external wrapping concrete case, the form being formed with lattice room or combining without open pore steel plate connector and/or the Welded-Stud Conectors of lattice room more.In addition, steel-mixed adapter section is as a kind of combining structure, and between steel and concrete material, the smoothly transition of cooperative bearing and internal force is most important, and transition irregularity also can produce very adverse influence for deck paving.At present, because actual type of bridge is different, span is different, and the structure of steel-mixed adapter section is also not quite similar.When peg and open pore steel plate connector combine, the construction quality of its bearing distribution and steel-mixed adapter section inner concrete all has a significant impact adapter section is stressed.Therefore, consider the requirement such as reasonable stress, simple structure, easy construction, a kind of structure simple, reasonable in design and girder steel plug-in type that easy construction, result of use are good mixing joist steel-mixed adapter section structure need be designed, be constructed into the good connecting effect of shaped steel-mixed joint portion and reasonable stress.
Utility model content
Technical problem to be solved in the utility model is for above-mentioned deficiency of the prior art, a kind of girder steel plug-in type is provided to mix joist steel-mixed adapter section structure, its structure is simple, reasonable in design and easy construction, result of use are good, is constructed into the good connecting effect of shaped steel-mixed joint portion and reasonable stress.
For solving the problems of the technologies described above, the technical solution adopted in the utility model is: a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure, it is characterized in that: comprise the concrete beam-compound beam syndeton be connected between concrete beam and compound beam, described compound beam comprises multiple tracks along vertical bridge to the girder steel laid and the concrete slab be laid on girder steel described in multiple tracks, girder steel described in multiple tracks is all laid in same level and it is laid from left to right along direction across bridge, and described concrete slab and concrete beam are fastenedly connected and are integrated and the upper surface of the two is mutually concordant; The structure of girder steel described in multiple tracks is all identical, described girder steel is plate girder and its shape of cross section is I-shaped, the web that described plate girder comprises top flange plate, bottom wing listrium immediately below top flange plate and is connected between top flange plate and bottom wing listrium, described top flange plate and bottom wing listrium are horizontal steel plate, described web is vertical steel plate, and described top flange plate, bottom wing listrium and web are all along vertical bridge to laying; The front segment of described top flange plate and bottom wing listrium is all inserted in concrete beam, and the top flange plate sections be inserted in concrete beam is top flange plate inserting paragraph, and the bottom wing listrium sections be inserted in concrete beam is bottom wing listrium inserting paragraph;
Described concrete beam-compound beam syndeton comprise be laid in concrete beam beam-ends outside front bearing plate, multiple rear bearing plate be all positioned on rear side of front bearing plate, multiple tracks runs through reinforcing bar along vertical bridge to the upper transverse direction laid from front to back, multiple tracks runs through the combined type shear connections structure of reinforcing bar and multiple junction between concrete beam and compound beam along vertical bridge to the lower transverse direction laid from front to back, above described in multiple tracks laterally run through lower described in reinforcing bar and multiple tracks and laterally run through reinforcing bar and all build in concrete beam, described upper transverse direction runs through two ends, left and right that reinforcing bar and lower transverse direction run through reinforcing bar and is all anchored at the left and right sides of concrete beam and the two is the reinforcing bar laid along direction across bridge, described combined type shear connections structure is all identical with the quantity of girder steel with the quantity of rear bearing plate, the structure of multiple described rear bearing plate all identical and its be laid in respectively on girder steel described in multiple tracks, the structure of multiple described combined type shear connections structure all identical and its be laid in respectively on girder steel described in multiple tracks, described front bearing plate and rear bearing plate are the vertical steel plate laid in direction across bridge, and the sections in girder steel described in per pass between front bearing plate and rear bearing plate is stiffness transition section, described front bearing plate is clipped between the web of girder steel described in concrete beam and multiple tracks, and the web front end of girder steel described in multiple tracks is all fastened and fixed on front bearing plate,
Described upper longitudinal stiffener, lower longitudinal stiffener, upper stiffness transition stiffening rib and lower stiffness transition stiffening rib are in the vertical elongate steel plate to laying and it is all along vertical bridge to laying; Described upper longitudinal stiffener has from front to back multiple respectively for the upper through hole laterally running through reinforcing bar and pass upper described in multiple tracks, described lower longitudinal stiffener has from front to back multiple respectively for the lower through-hole laterally running through reinforcing bar and pass lower described in multiple tracks;
Each described combined type shear connections structure includes two upper stiffness transition stiffening ribs, two lower stiffness transition stiffening ribs laid respectively at immediately below two described upper stiffness transition stiffening ribs, two symmetries are laid in upper longitudinal stiffener below the described top flange plate inserting paragraph left and right sides and two symmetries and are laid in lower longitudinal stiffener above the described bottom wing listrium inserting paragraph left and right sides, the symmetrical laying of two described upper stiffness transition stiffening ribs and the two lays respectively at the dead astern of two described upper longitudinal stiffeners, the symmetrical laying of two described lower stiffness transition stiffening ribs and the two lays respectively at the dead astern of two described lower longitudinal stiffeners, two described upper stiffness transition stiffening ribs and two described lower stiffness transition stiffening ribs are all between front bearing plate and rear bearing plate, two described upper stiffness transition stiffening rib symmetries are laid in below the left and right sides of top flange plate, two described lower stiffness transition stiffening rib symmetries are laid in above the left and right sides of bottom wing listrium, the rear end of described upper longitudinal stiffener and lower longitudinal stiffener is all fixed on front bearing plate, and the front and back end of described upper stiffness transition stiffening rib and lower stiffness transition stiffening rib is all fixed on front bearing plate and rear bearing plate, described top flange plate inserting paragraph, bottom wing listrium inserting paragraph, two described upper longitudinal stiffeners and two described lower longitudinal stiffeners are all built in concrete beam, the front side wall of described front bearing plate is provided with multiple row first WELDING STUDS, first WELDING STUDS described in multiple row is laid from left to right and is often arranged described first WELDING STUDS and includes multiple the first WELDING STUDS laid from top to bottom, and multiple described first WELDING STUDS is all laid in level, be symmetrically arranged with two row second WELDING STUDS below the left and right sides of described top flange plate inserting paragraph, often arrange described second WELDING STUDS and include multiple edge and indulge bridge to the second WELDING STUDS laid from front to back, multiple described second WELDING STUDS all in vertically to laying, be symmetrically arranged with two above the left and right sides of described bottom wing listrium inserting paragraph and arrange the 3rd WELDING STUDS, often arrange described 3rd WELDING STUDS and include multiple edge and indulge bridge to the 3rd WELDING STUDS laid from front to back, multiple described 3rd WELDING STUDS all in vertically to laying, described in multiple row, the first WELDING STUDS, two described second WELDING STUDS of row and described 3rd WELDING STUDS of two row are all built in concrete beam.
Above-mentioned a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure, is characterized in that: described in multiple tracks, the upper reinforcing bar that laterally runs through all is laid in level and it is all laid on same plane, and the upper horizontal laying running through reinforcing bar described in multiple tracks highly reduces from front to back gradually; Described in multiple tracks, the lower reinforcing bar that laterally runs through all is laid in level and it is all laid on same plane, and the lower horizontal laying running through reinforcing bar described in multiple tracks highly raises from front to back gradually.
Above-mentioned a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure, it is characterized in that: be symmetrically arranged with two the open pore steel plate connectors in left and right above described top flange plate, described open pore steel plate connector is in the vertical elongate steel plate to laying and it is along vertical bridge to laying; Multiple tracks transverse reinforcement is provided with above described top flange plate, transverse reinforcement described in multiple tracks is laid in same level from front to back and it is all laid along direction across bridge, two described open pore steel plate connectors has all from front to back multiple respectively for the hole that transverse reinforcement described in multiple tracks passes; The transverse reinforcement be positioned on front side of front bearing plate is all built in concrete beam, and the transverse reinforcement be positioned on rear side of front bearing plate is all built in concrete slab.
Above-mentioned a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure, it is characterized in that: be provided with three above described top flange plate from left to right and arrange the 4th WELDING STUDS, often arrange described 4th WELDING STUDS to include multiple edge and indulge bridge to the 4th WELDING STUDS laid from front to back, multiple described 4th WELDING STUDS all in vertically to laying; Described 4th WELDING STUDS of three row comprises four WELDING STUDS of row between two described open pore steel plate connectors and left and right two and arranges symmetry and be laid in the 4th WELDING STUDS outside two described open pore steel plate connectors.
Above-mentioned a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure, it is characterized in that: the 4th WELDING STUDS be positioned on front side of front bearing plate is all built in concrete beam, the 4th WELDING STUDS be positioned on rear side of front bearing plate is all built in concrete slab; Multiple described rear bearing plate is uniform to be located on same vertical plane; All be fastenedly connected by a level connection joint steel plate between the top flange plate of girder steel described in adjacent twice, described level connection joint steel plate is rectangle steel plate, described in multiple described level connection joint steel plate and multiple tracks, the top flange plate of girder steel is all laid in same level, multiple described level connection joint steel plate is all laid on rear side of front bearing plate, and each described level connection joint steel plate is connected with being all fixed with welding manner between level connection joint steel plate and top flange plate; The front portion of girder steel described in multiple tracks is fastenedly connected by front bearing plate and multiple described level connection joint steel plate and is integrated; Each described level connection joint steel plate is laid with multiple in vertical the 5th WELDING STUDS to laying.
Above-mentioned a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure, it is characterized in that: the two ends, left and right being positioned at the transverse reinforcement on front side of front bearing plate are all anchored at the left and right sides of concrete beam, the two ends, left and right being positioned at the transverse reinforcement on rear side of front bearing plate are all anchored at the left and right sides of concrete slab; Spacing between two described open pore steel plate connectors is all less than the spacing between two described upper longitudinal stiffeners, and two described open pore steel plate connectors are all weldingly fixed on top flange plate.
Above-mentioned a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure, it is characterized in that: described upper longitudinal stiffener is fixed in described top flange plate inserting paragraph with welding manner, described lower longitudinal stiffener is fixed in described bottom wing listrium inserting paragraph with welding manner, and the rear end of described upper longitudinal stiffener and lower longitudinal stiffener is all weldingly fixed on front bearing plate; Described upper stiffness transition stiffening rib is fixed on top flange plate with welding manner, described lower stiffness transition stiffening rib is fixed on bottom wing listrium with welding manner, and the front and back end of described upper stiffness transition stiffening rib and lower stiffness transition stiffening rib is weldingly fixed on front bearing plate and rear bearing plate respectively.
Above-mentioned a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure, it is characterized in that: described upper longitudinal stiffener, lower longitudinal stiffener, upper stiffness transition stiffening rib and lower stiffness transition stiffening rib are right-angled trapezium steel plate, the width of described upper longitudinal stiffener and lower longitudinal stiffener increases from front to back gradually, and the width of described upper stiffness transition stiffening rib and lower stiffness transition stiffening rib reduces from front to back gradually.
Above-mentioned a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure, it is characterized in that: in described concrete beam-compound beam syndeton, two described upper longitudinal stiffeners and two described lower longitudinal stiffeners are laid in symmetrical up and down, two described upper stiffness transition stiffening ribs and two described lower stiffness transition stiffening ribs are laid in symmetrical up and down; Described second WELDING STUDS of two row is laid in directly over described 3rd WELDING STUDS of two row respectively, described second WELDING STUDS of two row lays respectively at the left and right sides of two described upper longitudinal stiffeners, and described 3rd WELDING STUDS of two row lays respectively at the left and right sides of two described lower longitudinal stiffeners.
Above-mentioned a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure, it is characterized in that: in described concrete beam, be provided with the longitudinal prestressing tendon that many rows lay from top to bottom, often arrange described longitudinal prestressing tendon to include multiple tracks and be laid in longitudinal prestressing tendon in same level from left to right, longitudinal prestressing tendon described in multiple tracks is all along vertical bridge to laying; Be provided with on rear side of described front bearing plate and multiplely respectively the prestressed anchor of anchoring carried out to longitudinal prestressing tendon rear end described in multiple tracks.
The utility model compared with prior art has the following advantages:
1, simple structure, reasonable in design and drop into construction cost lower.
2, easy construction, speed of application are fast, in advance after factory completes being welded and fixed of front bearing plate, rear bearing plate and combined type shear connections structure on the processing of girder steel and girder steel, the top flange plate inserting paragraph of each girder steel and bottom wing listrium inserting paragraph is only needed all to be inserted in the forming panel of concrete beam at the construction field (site), and to laterally running through reinforcing bar, lower transverse direction runs through reinforcing bar, transverse reinforcement and longitudinal prestressing tendon wear respectively, then carries out concreting to concrete beam and concrete slab; After institute's concreting reaches design strength, to laterally running through reinforcing bar, lower transverse direction runs through reinforcing bar, transverse reinforcement and longitudinal prestressing tendon carry out stretch-draw respectively.
3, front bearing plate and rear bearing plate are provided with And of Varying Depth stiffening rib (namely going up stiffness transition stiffening rib and lower stiffness transition stiffening rib), realize the smoothly transition of cooperative bearing between steel and concrete material and internal force, thus effectively can solve the deck paving problem of steel-mixed adapter section.Meanwhile, the concrete slab on compound beam and the top board of concrete beam form integral type level basis, carry out deck paving on this basis, and transition is reasonable, clearly stressed.
4, the combined type shear connections structure adopted is simple, it is convenient that reasonable in design and processing and fabricating and installation are laid, result of use is good, mainly comprise two upper stiffness transition stiffening ribs, two lower stiffness transition stiffening ribs, two upper longitudinal stiffeners, two lower longitudinal stiffeners, be laid in multiple row first WELDING STUDS on front bearing plate front side wall, symmetrical the second WELDING STUDS and two be laid in below the top flange plate inserting paragraph left and right sides of two row arranges symmetrical the 3rd WELDING STUDS be laid in below the bottom wing listrium inserting paragraph left and right sides, because stablizing in compound beam between each girder steel and concrete beam effectively can be guaranteed, reliable connection, prevent stress mutation, bonding strength is high and quality of connection good.
5, the top flange plate of each girder steel and the front segment of bottom wing listrium are all inserted in concrete beam, and on the top flange plate of each girder steel, be all symmetrically arranged with two open pore steel plate connectors and three arrange the 4th WELDING STUDS, make the bonding strength of in the vertical direction between the concrete slab of each girder steel and the side of being located thereon and concrete beam top board, and build due to concrete beam and concrete slab and be integrated, thus can ensure that concrete beam and girder steel are at vertical bridge bonding strength upwards and quality of connection further, and the smooth transition between concrete beam and compound beam can be ensured further.
6, reasonable stress, by laying front bearing plate, rear bearing plate and combined type shear connections structure, realize between compound beam with concrete beam easy, be reliably connected; Front bearing plate, rear bearing plate and combined type shear connections structure are jointly stressed, stressed clear and definite and stress performance is excellent, realize internal force between concrete beam and girder steel steadily, reliable delivery, avoid stress mutation.
7, the good and quality of connection of result of use is easy to ensure, optimizes the structure of steel-mixed adapter section, and reduces difficulty of construction, can be widely used in various mixing beam bridge, as continuous girder bridge, cable stayed bridge, suspension bridge etc.
In sum, the utility model structure is simple, reasonable in design and easy construction, result of use are good, is constructed into the good connecting effect of shaped steel-mixed joint portion and reasonable stress.
Below by drawings and Examples, the technical solution of the utility model is described in further detail.
Accompanying drawing explanation
Fig. 1 is structural representation of the present utility model.
Fig. 2 is that vertical bridge of the present utility model is to structural representation.
Fig. 3 is the A-A sectional view of Fig. 2.
Fig. 4 is the B-B sectional view of Fig. 2.
Fig. 5 is the C-C sectional view of Fig. 2.
Description of reference numerals:
1-concrete beam; 2-compound beam; 2-1-girder steel;
2-11-top flange plate; 2-12-bottom wing listrium; 2-13-web;
2-2-concrete slab; 3-front bearing plate; 4-rear bearing plate;
4-1-upper longitudinal stiffener; 4-2-lower longitudinal stiffener;
5-1-upper stiffness transition stiffening rib; 5-2-lower stiffness transition stiffening rib;
6-1-the first WELDING STUDS; 6-2-the second WELDING STUDS; 6-3-the 3rd WELDING STUDS;
6-4-the 4th WELDING STUDS; 7-1-upper through hole; 7-2-lower through-hole;
8-1-above laterally run through reinforcing bar; 8-2-laterally run through reinforcing bar down;
9-open pore steel plate connector; 10-transverse reinforcement; 11-hole;
12-longitudinal prestressing tendon; 13-prestressed anchor;
14-level connection joint steel plate; 15-the five WELDING STUDS.
Detailed description of the invention
As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4 and Fig. 5, the utility model comprises the concrete beam-compound beam syndeton be connected between concrete beam 1 and compound beam 2, described compound beam 2 comprises multiple tracks along vertical bridge to the girder steel 2-1 laid and the concrete slab 2-2 be laid on girder steel 2-1 described in multiple tracks, girder steel 2-1 described in multiple tracks is all laid in same level and it is laid from left to right along direction across bridge, and described concrete slab 2-2 and concrete beam 1 are fastenedly connected and are integrated and the upper surface of the two is mutually concordant.Described in multiple tracks, the structure of girder steel 2-1 is all identical, described girder steel 2-1 is plate girder and its shape of cross section is I-shaped, the web 2-13 that described plate girder comprises top flange plate 2-11, bottom wing listrium 2-12 immediately below top flange plate 2-11 and is connected between top flange plate 2-11 and bottom wing listrium 2-12, described top flange plate 2-11 and bottom wing listrium 2-12 is horizontal steel plate, described web 2-13 is vertical steel plate, and described top flange plate 2-11, bottom wing listrium 2-12 and web 2-13 are all along vertical bridge to laying.The front segment of described top flange plate 2-11 and bottom wing listrium 2-12 is all inserted in concrete beam 1, the top flange plate 2-11 sections be inserted in concrete beam 1 is top flange plate inserting paragraph, and the bottom wing listrium 2-12 sections be inserted in concrete beam 1 is bottom wing listrium inserting paragraph.
Described concrete beam-compound beam syndeton comprise be laid in concrete beam 1 beam-ends outside front bearing plate 3, multiple rear bearing plate 4 be all positioned on rear side of front bearing plate 3, multiple tracks runs through reinforcing bar 8-1 along vertical bridge to the upper transverse direction laid from front to back, multiple tracks runs through the combined type shear connections structure of reinforcing bar 8-2 and multiple junction between concrete beam 1 and compound beam 2 along vertical bridge to the lower transverse direction laid from front to back, above described in multiple tracks laterally run through lower described in reinforcing bar 8-1 and multiple tracks and laterally run through reinforcing bar 8-2 and all build in concrete beam 1, described upper transverse direction runs through two ends, left and right that reinforcing bar 8-1 and lower transverse direction run through reinforcing bar 8-2 and is all anchored at the left and right sides of concrete beam 1 and the two is the reinforcing bar laid along direction across bridge.Described combined type shear connections structure is all identical with the quantity of girder steel 2-1 with the quantity of rear bearing plate 4, the structure of multiple described rear bearing plate 4 is all identical and it is laid on girder steel 2-1 described in multiple tracks respectively, the structure of multiple described combined type shear connections structure all identical and its be laid in respectively on girder steel 2-1 described in multiple tracks.Described front bearing plate 3 and rear bearing plate 4 are the vertical steel plate laid in direction across bridge, and the sections in girder steel 2-1 described in per pass between front bearing plate 3 and rear bearing plate 4 is stiffness transition section.Described front bearing plate 3 is clipped between the web 2-13 of girder steel 2-1 described in concrete beam 1 and multiple tracks, and the web 2-13 front end of girder steel 2-1 described in multiple tracks is all fastened and fixed on front bearing plate 3.
Described upper longitudinal stiffener 4-1, lower longitudinal stiffener 4-2, upper stiffness transition stiffening rib 5-1 and lower stiffness transition stiffening rib 5-2 are in the vertical elongate steel plate to laying and it is all along vertical bridge to laying.Described upper longitudinal stiffener 4-1 has from front to back multiple respectively for the upper through hole 7-1 laterally running through reinforcing bar 8-1 and pass upper described in multiple tracks, described lower longitudinal stiffener 4-2 has from front to back multiple respectively for the lower through-hole 7-2 laterally running through reinforcing bar 8-2 and pass lower described in multiple tracks.
Each described combined type shear connections structure includes two upper stiffness transition stiffening rib 5-1, two lower stiffness transition stiffening rib 5-2 laid respectively at immediately below two described upper stiffness transition stiffening rib 5-1, two symmetry upper longitudinal stiffener 4-1 and two symmetries be laid in below the described top flange plate inserting paragraph left and right sides are laid in the lower longitudinal stiffener 4-2 above the described bottom wing listrium inserting paragraph left and right sides, the symmetrical laying of two described upper stiffness transition stiffening rib 5-1 and the two lays respectively at the dead astern of two described upper longitudinal stiffener 4-1, the symmetrical laying of two described lower stiffness transition stiffening rib 5-2 and the two lays respectively at the dead astern of two described lower longitudinal stiffener 4-2, two described upper stiffness transition stiffening rib 5-1 and two described lower stiffness transition stiffening rib 5-2 are all between front bearing plate 3 and rear bearing plate 4, two described upper stiffness transition stiffening rib 5-1 symmetries are laid in below the left and right sides of top flange plate 2-11, two described lower stiffness transition stiffening rib 5-2 symmetries are laid in above the left and right sides of bottom wing listrium 2-12.The rear end of described upper longitudinal stiffener 4-1 and lower longitudinal stiffener 4-2 is all fixed on front bearing plate 3, and the front and back end of described upper stiffness transition stiffening rib 5-1 and lower stiffness transition stiffening rib 5-2 is all fixed on front bearing plate 3 and rear bearing plate 4; Described top flange plate inserting paragraph, bottom wing listrium inserting paragraph, two described upper longitudinal stiffener 4-1 and two described lower longitudinal stiffener 4-2 all build in concrete beam 1.The front side wall of described front bearing plate 3 is provided with multiple row first WELDING STUDS 6-1, first WELDING STUDS 6-1 described in multiple row lays from left to right and often arranges described first WELDING STUDS 6-1 and includes multiple the first WELDING STUDS 6-1 laid from top to bottom, and multiple described first WELDING STUDS 6-1 all lays in level.Two row second WELDING STUDS 6-2 are symmetrically arranged with below the left and right sides of described top flange plate inserting paragraph, often arrange described second WELDING STUDS 6-2 to include multiple edge and indulge bridge to the second WELDING STUDS 6-2 laid from front to back, multiple described second WELDING STUDS 6-2 all in vertically to laying.Be symmetrically arranged with two above the left and right sides of described bottom wing listrium inserting paragraph and arrange the 3rd WELDING STUDS 6-3, often arrange described 3rd WELDING STUDS 6-3 to include multiple edge and indulge bridge to the 3rd WELDING STUDS 6-3 laid from front to back, multiple described 3rd WELDING STUDS 6-3 all in vertically to laying; Described in multiple row, the first WELDING STUDS 6-1, the described 3rd WELDING STUDS 6-3 of the two described second WELDING STUDS 6-2 of row and two row all build in concrete beam 1.
In the present embodiment, multiple described rear bearing plate 4 is all laid on same vertical plane.
In the present embodiment, described concrete beam 1 is concrete box girder.
In the present embodiment, described front bearing plate 3 be rectangular steel plates and its length with highly divide the direction across bridge width of other concrete beam 1 and highly identical, the web 2-13 front end of girder steel 2-1 described in multiple tracks is all weldingly fixed on front bearing plate 3.Described rear bearing plate 4 is rectangular steel plates, each described rear bearing plate 4 all with web 2-13 for boundary is divided into left and right two parts and it is weldingly fixed between top flange plate 2-11 and bottom wing listrium 2-12.
In the present embodiment, be symmetrically arranged with two the open pore steel plate connectors 9 in left and right above described top flange plate 2-11, described open pore steel plate connector 9 is in the vertical elongate steel plate to laying and it is along vertical bridge to laying.Multiple tracks transverse reinforcement 10 is provided with above described top flange plate 2-11, transverse reinforcement 10 described in multiple tracks is laid in same level from front to back and it is all laid along direction across bridge, two described open pore steel plate connectors 9 has all from front to back multiple respectively for the hole 11 that transverse reinforcement 10 described in multiple tracks passes.The transverse reinforcement 10 be positioned on front side of front bearing plate 3 is all built in concrete beam 1, and the transverse reinforcement 10 be positioned on rear side of front bearing plate 3 is all built in concrete slab 2-2.
Simultaneously, be provided with three above described top flange plate 2-11 from left to right and arrange the 4th WELDING STUDS 6-4, often arrange described 4th WELDING STUDS 6-4 to include multiple edge and indulge bridge to the 4th WELDING STUDS 6-4 laid from front to back, multiple described 4th WELDING STUDS 6-4 all in vertically to laying; The described 4th WELDING STUDS 6-4 of three row comprises the four WELDING STUDS 6-4 of row between two described open pore steel plate connectors 9 and left and right two and arranges symmetry and be laid in the 4th WELDING STUDS 6-4 outside two described open pore steel plate connectors 9.
In the present embodiment, the described 4th WELDING STUDS 6-4 of two row that symmetry is laid in outside two described open pore steel plate connectors 9 lays respectively at directly over the described second WELDING STUDS 6-2 of two row, the 4th WELDING STUDS 6-4 be positioned on front side of front bearing plate 3 all builds in concrete beam 1, and the 4th WELDING STUDS 6-4 be positioned on rear side of front bearing plate 3 all builds in concrete slab 2-2.Further, the described 4th WELDING STUDS 6-4 of two row is all weldingly fixed on top flange plate 2-11.
In the present embodiment, the height of described 4th WELDING STUDS 6-4 is lower than the height of open pore steel plate connector 9, and the height of described open pore steel plate connector 9 is lower than the upper level of concrete beam 1.
In the present embodiment, the two ends, left and right being positioned at the transverse reinforcement 10 on front side of front bearing plate 3 are all anchored at the left and right sides of concrete beam 1, and the two ends, left and right being positioned at the transverse reinforcement 10 on rear side of front bearing plate 3 are all anchored at the left and right sides of concrete slab 2-2.
Further, the spacing between two described open pore steel plate connectors 9 is all less than the spacing between two described upper longitudinal stiffener 4-1, and two described open pore steel plate connectors 9 are all weldingly fixed on top flange plate 2-11.
In the present embodiment, described in multiple tracks, the upper reinforcing bar 8-1 that laterally runs through all lays in level and it is all laid on same plane, and the upper horizontal laying running through reinforcing bar 8-1 described in multiple tracks highly reduces from front to back gradually; Described in multiple tracks, the lower reinforcing bar 8-2 that laterally runs through all lays in level and it is all laid on same plane, and the lower horizontal laying running through reinforcing bar 8-2 described in multiple tracks highly raises from front to back gradually.
During practice of construction, described upper longitudinal stiffener 4-1 is fixed in described top flange plate inserting paragraph with welding manner, described lower longitudinal stiffener 4-2 is fixed in described bottom wing listrium inserting paragraph with welding manner, and the rear end of described upper longitudinal stiffener 4-1 and lower longitudinal stiffener 4-2 is all weldingly fixed on front bearing plate 3; Described upper stiffness transition stiffening rib 5-1 is fixed on top flange plate 2-11 with welding manner, described lower stiffness transition stiffening rib 5-2 is fixed on bottom wing listrium 2-12 with welding manner, and the front and back end of described upper stiffness transition stiffening rib 5-1 and lower stiffness transition stiffening rib 5-2 is weldingly fixed on front bearing plate 3 and rear bearing plate 4 respectively.
In the present embodiment, described upper longitudinal stiffener 4-1, lower longitudinal stiffener 4-2, upper stiffness transition stiffening rib 5-1 and lower stiffness transition stiffening rib 5-2 are right-angled trapezium steel plate, the width of described upper longitudinal stiffener 4-1 and lower longitudinal stiffener 4-2 increases from front to back gradually, and the width of described upper stiffness transition stiffening rib 5-1 and lower stiffness transition stiffening rib 5-2 reduces from front to back gradually.
Thus, described upper stiffness transition stiffening rib 5-1 and lower stiffness transition stiffening rib 5-2 is And of Varying Depth stiffening rib, realizes the rigid transition between concrete beam 1 and girder steel 2-1 by upper stiffness transition stiffening rib 5-1 and lower stiffness transition stiffening rib 5-2.
In the present embodiment, in described concrete beam-compound beam syndeton, two described upper longitudinal stiffener 4-1 and two described lower longitudinal stiffener 4-2 lay in symmetrical up and down, and two described upper stiffness transition stiffening rib 5-1 and two described lower stiffness transition stiffening rib 5-2 lay in symmetrical up and down.
In the present embodiment, the described second WELDING STUDS 6-2 of two row is laid in directly over the described 3rd WELDING STUDS 6-3 of two row respectively, the described second WELDING STUDS 6-2 of two row lays respectively at the left and right sides of two described upper longitudinal stiffener 4-1, and the described 3rd WELDING STUDS 6-3 of two row lays respectively at the left and right sides of two described lower longitudinal stiffener 4-2.
During practice of construction, the longitudinal prestressing tendon 12 that many rows lay is provided with from top to bottom in described concrete beam 1, often arrange described longitudinal prestressing tendon 12 to include multiple tracks and be laid in longitudinal prestressing tendon 12 in same level from left to right, longitudinal prestressing tendon 12 described in multiple tracks is all along vertical bridge to laying; Be provided with on rear side of described front bearing plate 3 and multiplely respectively the prestressed anchor 13 of anchoring carried out to longitudinal prestressing tendon 12 rear end described in multiple tracks.
In the present embodiment, in many rows described longitudinal prestressing tendon 12, the quantity of included longitudinal prestressing tendon 12 is all identical, the row of described longitudinal prestressing tendon 12 is two rows, two row's described longitudinal prestressing tendon 12 row of being respectively longitudinal prestressing tendons and the lower row's longitudinal prestressing tendon be positioned at below described upper row's longitudinal prestressing tendon, longitudinal prestressing tendon 12 described in multiple tracks in described upper row's longitudinal prestressing tendon lays respectively at directly over longitudinal prestressing tendon 12 described in the multiple tracks in described lower row's longitudinal prestressing tendon.
In the present embodiment, leave for laterally running through reinforcing bar 8-1 in described concrete beam 1, lower transverse direction run through reinforcing bar 8-2, prestressed pore passage that transverse reinforcement 10 and longitudinal prestressing tendon 12 pass, and in described concrete slab 2-2, leave the prestressed pore passage passed for transverse reinforcement 10.Described transverse direction runs through reinforcing bar 8-1, lower transverse direction runs through reinforcing bar 8-2, transverse reinforcement 10 and longitudinal prestressing tendon 12 are Ribbed Bar.
In the present embodiment, all be fastenedly connected by a level connection joint steel plate 14 between the top flange plate 2-11 of girder steel 2-1 described in adjacent twice, described level connection joint steel plate 14 is rectangle steel plate, multiple described level connection joint steel plate 14 is all laid in same level with the top flange plate 2-11 of girder steel 2-1 described in multiple tracks, multiple described level connection joint steel plate 14 is all laid on rear side of front bearing plate 3, and each described level connection joint steel plate 14 is connected with being all fixed with welding manner between level connection joint steel plate 14 and top flange plate 2-11.The front portion of girder steel 2-1 described in multiple tracks is fastenedly connected by front bearing plate 3 and multiple described level connection joint steel plate 14 and is integrated.Each described level connection joint steel plate 14 is laid with multiple in vertical the 5th WELDING STUDS 15 to laying.
In practice of construction process, first in factory, girder steel 2-1 described in multiple tracks is processed, and after each girder steel 2-1 front portion is welded and fixed bearing plate 4, girder steel 2-1 described in multiple tracks is all welded and fixed with front bearing plate 3 and is integrated, fixed level junction steel plate 14 between the top flange plate 2-11 of girder steel 2-1 described in adjacent twice, the top flange plate 2-11 of each girder steel 2-1 is welded and fixed open pore steel plate connector 9 and the 4th WELDING STUDS 6-4 simultaneously; Afterwards, stiffness transition stiffening rib 5-1 and lower stiffness transition stiffening rib 5-2 is welded and fixed between front bearing plate 3 and rear bearing plate 4, and top flange plate 2-11 on front side of front bearing plate 3 is welded and fixed longitudinal stiffener 4-1 and the second WELDING STUDS 6-2, bottom wing listrium 2-12 simultaneously on front side of front bearing plate 3 is welded and fixed lower longitudinal stiffener 4-2 and the second WELDING STUDS 6-2, on the front side wall of front bearing plate 3, welds the first WELDING STUDS 6-1 simultaneously; Before concreting is carried out to concrete beam 1 and concrete slab 2-2, first the forming panel of concrete beam 1 and concrete slab 2-2 is installed, and will all be inserted in the forming panel of concrete beam 1 in the top flange plate inserting paragraph of the shaping each road girder steel 2-1 of factory process and bottom wing listrium inserting paragraph in advance, and to laterally running through reinforcing bar 8-1, lower transverse direction runs through reinforcing bar 8-2, transverse reinforcement 10 and longitudinal prestressing tendon 12 wear respectively, then carries out concreting to concrete beam 1 and concrete slab 2-2; After institute's concreting reaches design strength, to laterally running through reinforcing bar 8-1, lower transverse direction runs through reinforcing bar 8-2, transverse reinforcement 10 and longitudinal prestressing tendon 12 carry out stretch-draw respectively.After having constructed, described concrete beam 1 and concrete slab 2-2 build and are integrated.
The above; it is only preferred embodiment of the present utility model; not the utility model is imposed any restrictions; every above embodiment is done according to the utility model technical spirit any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solutions of the utility model.
Claims (10)
1. girder steel plug-in type mixing joist steel-mixed adapter section structure, it is characterized in that: comprise the concrete beam-compound beam syndeton be connected between concrete beam (1) and compound beam (2), described compound beam (2) comprises multiple tracks along vertical bridge to the girder steel (2-1) laid and the concrete slab (2-2) be laid on girder steel described in multiple tracks (2-1), girder steel described in multiple tracks (2-1) is all laid in same level and it is laid from left to right along direction across bridge, described concrete slab (2-2) and concrete beam (1) are fastenedly connected and are integrated and the upper surface of the two is mutually concordant, the structure of girder steel described in multiple tracks (2-1) is all identical, described girder steel (2-1) is for plate girder and its shape of cross section is I-shaped, described plate girder comprises top flange plate (2-11), the web (2-13) being positioned at the bottom wing listrium (2-12) immediately below top flange plate (2-11) and being connected between top flange plate (2-11) and bottom wing listrium (2-12), described top flange plate (2-11) and bottom wing listrium (2-12) are horizontal steel plate, described web (2-13) is vertical steel plate, described top flange plate (2-11), bottom wing listrium (2-12) and web (2-13) are all along vertical bridge to laying, the front segment of described top flange plate (2-11) and bottom wing listrium (2-12) is all inserted in concrete beam (1), top flange plate (2-11) sections be inserted in concrete beam (1) is top flange plate inserting paragraph, and bottom wing listrium (2-12) sections be inserted in concrete beam (1) is bottom wing listrium inserting paragraph,
Described concrete beam-compound beam syndeton comprise be laid in concrete beam (1) beam-ends outside front bearing plate (3), multiple rear bearing plate (4) being all positioned at front bearing plate (3) rear side, multiple tracks runs through reinforcing bar (8-1) along vertical bridge to the upper transverse direction laid from front to back, multiple tracks runs through reinforcing bar (8-2) and multiple combined type shear connections structure being positioned at junction between concrete beam (1) and compound beam (2) along vertical bridge to the lower transverse direction laid from front to back, above described in multiple tracks laterally run through lower described in reinforcing bar (8-1) and multiple tracks and laterally run through reinforcing bar (8-2) and all build in concrete beam (1), described upper transverse direction runs through two ends, left and right that reinforcing bar (8-1) and lower transverse direction run through reinforcing bar (8-2) and is all anchored at the left and right sides of concrete beam (1) and the two is the reinforcing bar laid along direction across bridge, described combined type shear connections structure is all identical with the quantity of girder steel (2-1) with the quantity of rear bearing plate (4), the structure of multiple described rear bearing plate (4) is all identical and it is laid on girder steel described in multiple tracks (2-1) respectively, and the structure of multiple described combined type shear connections structure is all identical and it is laid on girder steel described in multiple tracks (2-1) respectively, described front bearing plate (3) and rear bearing plate (4) are the vertical steel plate laid in direction across bridge, and the sections be positioned in girder steel described in per pass (2-1) between front bearing plate (3) and rear bearing plate (4) is stiffness transition section, described front bearing plate (3) is clipped between the web (2-13) of girder steel (2-1) described in concrete beam (1) and multiple tracks, and web (2-13) front end of girder steel described in multiple tracks (2-1) is all fastened and fixed on front bearing plate (3),
Each described combined type shear connections structure includes two upper stiffness transition stiffening ribs (5-1), two lower stiffness transition stiffening ribs (5-2) laid respectively at immediately below two described upper stiffness transition stiffening ribs (5-1), two symmetries are laid in upper longitudinal stiffener (4-1) below the described top flange plate inserting paragraph left and right sides and two symmetries and are laid in lower longitudinal stiffener (4-2) above the described bottom wing listrium inserting paragraph left and right sides, the symmetrical laying of two described upper stiffness transition stiffening ribs (5-1) and the two lays respectively at the dead astern of two described upper longitudinal stiffeners (4-1), the symmetrical laying of two described lower stiffness transition stiffening ribs (5-2) and the two lays respectively at the dead astern of two described lower longitudinal stiffeners (4-2), two described upper stiffness transition stiffening ribs (5-1) and two described lower stiffness transition stiffening ribs (5-2) are all positioned between front bearing plate (3) and rear bearing plate (4), two described upper stiffness transition stiffening rib (5-1) symmetries are laid in below the left and right sides of top flange plate (2-11), two described lower stiffness transition stiffening rib (5-2) symmetries are laid in above the left and right sides of bottom wing listrium (2-12), the rear end of described upper longitudinal stiffener (4-1) and lower longitudinal stiffener (4-2) is all fixed on front bearing plate (3), and the front and back end of described upper stiffness transition stiffening rib (5-1) and lower stiffness transition stiffening rib (5-2) is all fixed on front bearing plate (3) and rear bearing plate (4), described top flange plate inserting paragraph, bottom wing listrium inserting paragraph, two described upper longitudinal stiffeners (4-1) and two described lower longitudinal stiffeners (4-2) are all built in concrete beam (1), the front side wall of described front bearing plate (3) is provided with multiple row first WELDING STUDS (6-1), first WELDING STUDS (6-1) described in multiple row is laid from left to right and is often arranged described first WELDING STUDS (6-1) and includes multiple the first WELDING STUDS (6-1) laid from top to bottom, and multiple described first WELDING STUDS (6-1) is all laid in level, two row second WELDING STUDS (6-2) are symmetrically arranged with below the left and right sides of described top flange plate inserting paragraph, often arrange described second WELDING STUDS (6-2) to include multiple edge and indulge bridge to the second WELDING STUDS (6-2) laid from front to back, multiple described second WELDING STUDS (6-2) all in vertically to laying, be symmetrically arranged with two above the left and right sides of described bottom wing listrium inserting paragraph and arrange the 3rd WELDING STUDS (6-3), often arrange described 3rd WELDING STUDS (6-3) to include multiple edge and indulge bridge to the 3rd WELDING STUDS (6-3) laid from front to back, multiple described 3rd WELDING STUDS (6-3) all in vertically to laying, described in multiple row, the first WELDING STUDS (6-1), two described second WELDING STUDS (6-2) of row and described 3rd WELDING STUDS (6-3) of two row are all built in concrete beam (1),
Described upper longitudinal stiffener (4-1), lower longitudinal stiffener (4-2), upper stiffness transition stiffening rib (5-1) and lower stiffness transition stiffening rib (5-2) are in the vertical elongate steel plate to laying and it is all along vertical bridge to laying; Described upper longitudinal stiffener (4-1) has from front to back multiple respectively for the upper through hole (7-1) laterally running through reinforcing bar (8-1) and pass upper described in multiple tracks, described lower longitudinal stiffener (4-2) has from front to back multiple respectively for the lower through-hole (7-2) laterally running through reinforcing bar (8-2) and pass lower described in multiple tracks.
2. according to a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure according to claim 1, it is characterized in that: described in multiple tracks, the upper reinforcing bar (8-1) that laterally runs through all is laid in level and it is all laid on same plane, and the upper horizontal laying running through reinforcing bar (8-1) described in multiple tracks highly reduces from front to back gradually; Described in multiple tracks, the lower reinforcing bar (8-2) that laterally runs through all is laid in level and it is all laid on same plane, and the lower horizontal laying running through reinforcing bar (8-2) described in multiple tracks highly raises from front to back gradually.
3. according to a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure described in claim 1 or 2, it is characterized in that: described top flange plate (2-11) top is symmetrically arranged with two the open pore steel plate connectors (9) in left and right, described open pore steel plate connector (9) is in the vertical elongate steel plate to laying and it is along vertical bridge to laying; Described top flange plate (2-11) top is provided with multiple tracks transverse reinforcement (10), transverse reinforcement described in multiple tracks (10) is laid in same level from front to back and it is all laid along direction across bridge, and two described open pore steel plate connectors (9) have multiple hole (11) supplying transverse reinforcement described in multiple tracks (10) to pass respectively all from front to back; The transverse reinforcement (10) being positioned at front bearing plate (3) front side is all built in concrete beam (1), and the transverse reinforcement (10) being positioned at front bearing plate (3) rear side is all built in concrete slab (2-2).
4. according to a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure according to claim 3, it is characterized in that: described top flange plate (2-11) top is provided with three from left to right and arranges the 4th WELDING STUDS (6-4), often arrange described 4th WELDING STUDS (6-4) to include multiple edge and indulge bridge to the 4th WELDING STUDS (6-4) laid from front to back, multiple described 4th WELDING STUDS (6-4) all in vertically to laying; Described 4th WELDING STUDS (6-4) of three row comprises row and is positioned at the 4th WELDING STUDS (6-4) between two described open pore steel plate connectors (9) and left and right two and arranges symmetry and be laid in the 4th WELDING STUDS (6-4) outside two described open pore steel plate connectors (9).
5. according to a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure according to claim 4, it is characterized in that: the 4th WELDING STUDS (6-4) being positioned at front bearing plate (3) front side is all built in concrete beam (1), the 4th WELDING STUDS (6-4) being positioned at front bearing plate (3) rear side is all built in concrete slab (2-2), multiple described rear bearing plate (4) is all laid on same vertical plane, all be fastenedly connected by a level connection joint steel plate (14) between the top flange plate (2-11) of girder steel (2-1) described in adjacent twice, described level connection joint steel plate (14) is rectangle steel plate, multiple described level connection joint steel plate (14) is all laid in same level with the top flange plate (2-11) of girder steel (2-1) described in multiple tracks, multiple described level connection joint steel plate (14) is all laid in front bearing plate (3) rear side, each described level connection joint steel plate (14) is connected with being all fixed with welding manner between level connection joint steel plate (14) and top flange plate (2-11), the front portion of girder steel described in multiple tracks (2-1) is fastenedly connected by front bearing plate (3) and multiple described level connection joint steel plate (14) and is integrated, each described level connection joint steel plate (14) is laid with multiple in vertical the 5th WELDING STUDS (15) to laying.
6. according to a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure according to claim 3, it is characterized in that: the two ends, left and right being positioned at the transverse reinforcement (10) of front bearing plate (3) front side are all anchored at the left and right sides of concrete beam (1), the two ends, left and right being positioned at the transverse reinforcement (10) of front bearing plate (3) rear side are all anchored at the left and right sides of concrete slab (2-2); Spacing between two described open pore steel plate connectors (9) is all less than the spacing between two described upper longitudinal stiffeners (4-1), and two described open pore steel plate connectors (9) are all weldingly fixed on top flange plate (2-11).
7. according to a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure described in claim 1 or 2, it is characterized in that: described upper longitudinal stiffener (4-1) is fixed in described top flange plate inserting paragraph with welding manner, described lower longitudinal stiffener (4-2) is fixed in described bottom wing listrium inserting paragraph with welding manner, and the rear end of described upper longitudinal stiffener (4-1) and lower longitudinal stiffener (4-2) is all weldingly fixed on front bearing plate (3); Described upper stiffness transition stiffening rib (5-1) is fixed on top flange plate (2-11) with welding manner, described lower stiffness transition stiffening rib (5-2) is fixed on bottom wing listrium (2-12) with welding manner, and the front and back end of described upper stiffness transition stiffening rib (5-1) and lower stiffness transition stiffening rib (5-2) is weldingly fixed on front bearing plate (3) and rear bearing plate (4) respectively.
8. according to a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure described in claim 1 or 2, it is characterized in that: described upper longitudinal stiffener (4-1), lower longitudinal stiffener (4-2), upper stiffness transition stiffening rib (5-1) and lower stiffness transition stiffening rib (5-2) are right-angled trapezium steel plate, the width of described upper longitudinal stiffener (4-1) and lower longitudinal stiffener (4-2) increases from front to back gradually, and the width of described upper stiffness transition stiffening rib (5-1) and lower stiffness transition stiffening rib (5-2) reduces from front to back gradually.
9. according to a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure described in claim 1 or 2, it is characterized in that: in described concrete beam-compound beam syndeton, two described upper longitudinal stiffeners (4-1) and two described lower longitudinal stiffeners (4-2) are laid in symmetrical up and down, two described upper stiffness transition stiffening ribs (5-1) and two described lower stiffness transition stiffening ribs (5-2) are laid in symmetrical up and down; Described second WELDING STUDS (6-2) of two row is laid in directly over described 3rd WELDING STUDS (6-3) of two row respectively, described second WELDING STUDS (6-2) of two row lays respectively at the left and right sides of two described upper longitudinal stiffeners (4-1), and described 3rd WELDING STUDS (6-3) of two row lays respectively at the left and right sides of two described lower longitudinal stiffeners (4-2).
10. according to a kind of girder steel plug-in type mixing joist steel-mixed adapter section structure described in claim 1 or 2, it is characterized in that: in described concrete beam (1), be provided with the longitudinal prestressing tendon (12) that many rows lay from top to bottom, often arrange described longitudinal prestressing tendon (12) to include multiple tracks and be laid in longitudinal prestressing tendon (12) in same level from left to right, longitudinal prestressing tendon (12) described in multiple tracks is all along vertical bridge to laying; Described front bearing plate (3) rear side is provided with multiple prestressed anchor (13) respectively longitudinal prestressing tendon (12) rear end described in multiple tracks being carried out to anchoring.
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| CN201520365079.8U CN204662278U (en) | 2015-05-31 | 2015-05-31 | A kind of girder steel plug-in type mixing joist steel-mixed adapter section structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104831637A (en) * | 2015-05-31 | 2015-08-12 | 长安大学 | Steel beam inserted type steel-concrete combined section construction of composite beam |
| CN107794833A (en) * | 2017-12-01 | 2018-03-13 | 中交路桥华南工程有限公司 | Overlap the edge-beam and its assembling method of girder segment |
| CN110016862A (en) * | 2019-04-08 | 2019-07-16 | 中国铁建大桥工程局集团有限公司 | A kind of large span stayed-cable bridge steel-is mixed to combine section constructing method |
| CN110424253A (en) * | 2019-09-06 | 2019-11-08 | 同济大学建筑设计研究院(集团)有限公司 | A kind of cross-section steel concrete combination double-layered pressure-bearing plate power transmission anchor structure |
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- 2015-05-31 CN CN201520365079.8U patent/CN204662278U/en not_active Withdrawn - After Issue
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104831637A (en) * | 2015-05-31 | 2015-08-12 | 长安大学 | Steel beam inserted type steel-concrete combined section construction of composite beam |
| CN107794833A (en) * | 2017-12-01 | 2018-03-13 | 中交路桥华南工程有限公司 | Overlap the edge-beam and its assembling method of girder segment |
| CN114197289A (en) * | 2017-12-01 | 2022-03-18 | 中交路桥华南工程有限公司 | Assembling method of superposed beam type steel-concrete combined section |
| CN114197289B (en) * | 2017-12-01 | 2024-05-14 | 中交路桥华南工程有限公司 | Assembling method of superposed beam type steel-concrete combined section |
| CN110016862A (en) * | 2019-04-08 | 2019-07-16 | 中国铁建大桥工程局集团有限公司 | A kind of large span stayed-cable bridge steel-is mixed to combine section constructing method |
| CN110424253A (en) * | 2019-09-06 | 2019-11-08 | 同济大学建筑设计研究院(集团)有限公司 | A kind of cross-section steel concrete combination double-layered pressure-bearing plate power transmission anchor structure |
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