CN103882797B - A corrugated steel web composite box girder and its construction technology - Google Patents

Abstract

The invention discloses a kind of corrugated steel web plate composite box girder and construction technology thereof, corrugated steel web plate composite box girder of constructing comprise bottom wing listrium, top flange plate and the Wavelike steel webplate of two symmetric support between bottom wing listrium and top flange plate; Be laid with prestress system in bottom wing listrium, prestress system comprises middle part prestressed structure and two sidepiece prestressed structures; Its construction technology comprises step: one, prestress system and Wavelike steel webplate are laid and installed; Two, bottom wing listrium construction: 201, in the middle part of bottom flange plate portion sections concreting and first time prestressed stretch-draw; Step 202, the remainder concreting of bottom wing listrium and second time prestressed stretch-draw; Before the construction of bottom wing listrium, in bottom wing listrium work progress or after bottom wing listrium construct, top flange plate of constructing.The present invention is reasonable in design, easy construction and the corrugated steel web plate composite box girder reasonable stress of construction molding, result of use are good, can solve the various problems that existing concrete case beam exists.

Description

A corrugated steel web composite box girder and its construction technology

technical field

The invention belongs to the technical field of box girder construction, and in particular relates to a corrugated steel web composite box girder and a construction process thereof.

Background technique

Composite structure bridges properly combine two different materials, steel and concrete, to improve the stability, strength and efficiency of materials used in the structure. Among them, the corrugated steel web composite structure properly combines two different materials, steel and concrete, and the corrugated steel web is arranged between the upper and lower flange plates. Specifically, the corrugated steel web with a thickness of about 10mm to 20mm is used Instead of the traditional concrete web with a thickness of about 300mm to 800mm, the upper and lower flanges are both concrete slabs, and the corrugated steel web and concrete flange are combined to form an integral structure to bear the load together. In terms of economic performance, corrugated steel webs replace traditional concrete webs, the structural weight is 20% to 30% lighter than traditional concrete box girders, and the engineering volume of the substructure is also reduced accordingly, which reduces the project cost; The top and bottom plates (also known as upper and lower flange plates) are resistant to bending and the corrugated steel web is resistant to shearing. The structural force is very clear. The corrugated steel web has a wrinkle effect in the longitudinal direction. This arrangement not only improves the stability of the structure, Intensity and material utilization efficiency can give full play to the advantages of concrete in compression and steel in tension, and at the same time completely solve common engineering problems such as web cracking in concrete bridges.

Because of the above-mentioned advantages of the corrugated steel web composite structure, since France built the world's first corrugated steel web PC composite box girder bridge in the late 1980s, this structure has been widely used all over the world. France, Japan, China, etc. have built a large number of corrugated steel web composite box girder bridges, the number has exceeded 100, and the bridge types include simply supported girder bridges, continuous girder bridges, cable-stayed bridges and suspension bridges. The corrugated steel web composite box girder bridge is also one of the most competitive bridges in the world. However, there are still some deficiencies in the design and construction of the existing corrugated steel web composite box girder bridge:

First, in the medium-span corrugated steel web box girder bridges that have been built, the prestressed system mostly adopts a structural system in which internal cables and external cables are mixed. Long layout and limited tension space will lead to waste of prestressed materials, and the compressive stress index of some parts will easily exceed the allowable value of the code, which is unfavorable to the structural stress; for external cables, corrugated steel web composite box girder bridges are generally used It is required to set prestressed external cables in the box to balance the external load, which brings about the problem of anti-corrosion of the external cables and the problem that they need to be replaced after 25 years of use.

Second, for the corrugated steel web composite box girder formed in one construction, after pouring the upper and lower flange concrete in the vertical formwork, problems such as excessive structural creep will occur, and the structural anti-arch value will also increase.

Therefore, there is a lack of a corrugated steel web composite box girder with simple structure, reasonable force, convenient construction, and good use effect and its construction technology, which can effectively solve the problems of large self-weight and tension space existing in existing concrete box girders. Limited, high maintenance costs in the later period, poor mechanical performance and other issues.

Contents of the invention

The technical problem to be solved by the present invention is to provide a corrugated steel web composite box girder with simple structure, reasonable stress, convenient construction and good use effect in view of the above-mentioned deficiencies in the prior art.

In order to solve the above technical problems, the technical solution adopted by the present invention is: a corrugated steel web composite box girder, characterized in that it includes a lower flange plate, an upper flange plate located above the lower flange plate and two symmetrical supports The corrugated steel web between the lower flange plate and the upper flange plate, the upper flange plate and the lower flange plate are arranged horizontally along the longitudinal direction of the bridge to be constructed, and the lower flange plate is The poured concrete slab and the upper flange plate are fastened and connected as a whole through two corrugated steel webs, and the bottom of the corrugated steel web is fastened with the lower flange plate through a lower shear connector connection; a prestressing system is arranged in the lower flange plate, and the prestressing system is located between two corrugated steel webs; the prestressing system includes a middle prestressing structure arranged in the middle of the lower flange plate and Two side prestressed structures are respectively arranged on the left and right sides of the lower flange plate, the two side prestressed structures are symmetrically arranged left and right, the middle prestressed structure and the two side prestressed structures are arranged on On the same level; the side prestressing structure includes one or more first full-length prestressing tendons arranged in the lower flange plate, and multiple first full-length prestressing tendons are arranged on the same level; the The length of the first full-length prestressed tendon running through the lower flange plate from front to back and inside the lower flange plate is L, where L is the longitudinal length of the lower flange plate; the first full-length prestressed tendon The ribs are arranged along the length direction of the lower flange plate;

The middle prestressed structure is the first prestressed structure or the second prestressed structure;

The first prestressed structure includes a plurality of second prestressed tendons and a plurality of third prestressed tendons, and the plurality of second prestressed tendons and the plurality of third prestressed tendons are arranged on the same horizontal plane, The lengths of the second prestressed tendons and the third prestressed tendons in the lower flange plate are both 0.6L-0.7L; the second prestressed tendons and the third prestressed tendons are all along the length of the lower flange plate direction; the front end of the second prestressed tendon is located at the end of one side of the lower flange plate and its rear end is embedded in the lower flange plate, and the rear end of the third prestressed tendon is located at the other end of the lower flange plate One side end and its front end are embedded in the lower flange plate; the front end of the second prestressed tendon is a tension end, and the rear end of the third prestressed tendon is a tension end;

The second prestressed structure includes multiple fourth prestressed tendons and multiple fifth prestressed tendons, and multiple fourth prestressed tendons and multiple fifth prestressed tendons are arranged on the same horizontal plane; The lower flange plate is formed by connecting a front end segment, a rear end segment and a middle segment connected between the front end segment and the rear end segment, the front end segment, the middle segment section and the rear end section are arranged from front to back along the length direction of the lower flange plate; The fifth prestressed tendons are all arranged in the middle section; the lengths of the fourth prestressed tendons and the fifth prestressed tendons in the middle section are both 0.6L1-0.7L1; The four prestressed tendons and the fifth prestressed tendons are arranged along the length direction of the lower flange plate; the front end of the fourth prestressed tendon is located at the end of one side of the middle segment and its rear end is embedded in the middle In the segment, the rear end of the fifth prestressed tendon is located at the other end of the middle segment and its front end is embedded in the middle segment; the front end of the fourth prestressed tendon is a tension end , the rear end of the fifth prestressed tendon is a tension end.

The above-mentioned corrugated steel web composite box girder is characterized in that: the lower shear connector is a first shear connection structure, a second shear connection structure or a third shear connection structure;

The first shear connection structure includes a lower flange steel plate fixed at the bottom of the corrugated steel web and a plurality of first studs fixed at the bottom of the lower flange steel plate, and the plurality of first studs are all poured on the lower flange In the plate; the lower flange steel plate is a horizontal steel plate arranged along the length direction of the lower flange plate, and a plurality of the first pegs are arranged vertically along the length direction of the lower flange plate from front to back Arranged in multiple rows; between the lower flange steel plate and the corrugated steel web and between the first peg and the lower flange steel plate are fixedly connected by welding;

The second shear connection structure includes a plurality of first transverse connectors passing through the lower part of the corrugated steel web, and the plurality of first transverse connectors are all located on the same horizontal plane and are all along the width direction of the lower flange plate For laying, a plurality of the first transverse connectors are arranged along the length direction of the lower flange plate from front to back, and the lower part of the corrugated steel web is correspondingly provided with a plurality of channels for the first transverse connectors respectively. The first through hole passing through; the lower part of the corrugated steel web and the multiple first transverse connectors are poured in the lower flange plate; the first transverse connectors are PBL connectors or steel bars, and the The PBL connector is an elongated steel plate, and the middle part of the elongated steel plate has a plurality of holes from front to back; the length of the multiple first transverse connectors is the same as the width of the lower flange plate;

The third shear connection structure includes a plurality of lower left shear plates arranged on the lower part of the left wall of the corrugated steel web and a plurality of lower right shear plates arranged on the lower part of the right wall of the corrugated steel web , a plurality of said left lower shear plates and a plurality of said right lower shear plates are arranged from front to back along the length direction of the lower flange plate, and a plurality of said left lower shear plates and a plurality of The two lower shear plates on the right side are arranged on the same horizontal plane, and the plurality of lower shear plates on the left side and the lower shear plates on the right side are arranged in a staggered manner; the lower part of the corrugated steel web, the plurality of The left lower shear plate and the plurality of right lower shear plates are poured in the lower flange plate.

The above-mentioned composite box girder with corrugated steel webs is characterized in that: the number of the first full-length prestressed tendons included in the two side prestressed structures is one;

The number of the second prestressed tendons and the third prestressed tendons are two, and the two second prestressed tendons are respectively located on the left and right sides of the two third prestressed tendons;

The number of the fourth prestressed tendons and the fifth prestressed tendons are both two, and the two fourth prestressed tendons are respectively located on the left and right sides of the two fifth prestressed tendons.

The above-mentioned corrugated steel web composite box girder is characterized in that: the steel plate section where the left lower shear plate is arranged in the corrugated steel web is the left shear plate layout section, and the corrugated steel web is arranged The steel plate segment of the right lower shear plate is the right shear plate layout section; the left lower shear plate is the shear force formed by bending the lower part of the left shear plate layout section to the left plate, the right lower shear plate is a shear plate formed by bending the lower part of the right shear plate layout section to the right; the left shear plate layout section is a straight steel plate one, and the right The shear plate laying section is the second straight steel plate, the first straight steel plate and the second straight steel plate are arranged in parallel, and the distance between each straight steel plate one and the two adjacent straight steel plates on the front and rear sides The connection is performed through three straight steel plates, and the first straight steel plate, the second straight steel plate and the third straight steel plate are all rectangular steel plates.

The above-mentioned corrugated steel web combined box girder is characterized in that: the two corrugated steel webs are arranged vertically; the corrugated steel web is composed of a plurality of corrugated steel web units with the same structure and size Spliced together, a plurality of corrugated steel web units are arranged from front to back along the length direction of the lower flange plate, and a plurality of said corrugated steel web units are arranged on the same plane; said corrugated steel web units Spliced by the first straight steel plate, the second straight steel plate, the third straight steel plate and the fourth straight steel plate, the first straight steel plate, the second straight steel plate, the third straight steel plate The steel plate and the fourth straight steel plate are arranged from front to back along the length direction of the lower flange plate; the first straight steel plate and the third straight steel plate are arranged in parallel, and the second straight steel plate and the fourth straight steel plate are arranged symmetrically; the first straight steel plate, the second straight steel plate, the third straight steel plate and the fourth straight steel plate are all square plates, and the The first flat steel plate and the third flat steel plate have the same structure and size, and the second flat steel plate and the fourth straight steel plate have the same structure and size.

The above-mentioned corrugated steel web composite box girder is characterized in that: the second shear connection structure also includes two lower longitudinal connectors arranged at the bottom of the corrugated steel web, and the two lower longitudinal connectors are respectively Fixed on the left and right sides of the bottom of the corrugated steel web; the two lower longitudinal connectors are arranged along the length direction of the lower flange plate, and the length of the two lower longitudinal connectors is the same as the length of the lower flange plate ; The lower longitudinal connector is a PBL connector or a steel bar;

The third shear connection structure also includes a plurality of second transverse connectors passing through the lower part of the corrugated steel web, and the plurality of second transverse connectors are all located on the same horizontal plane and are all along the lower flange plate. Laying in the width direction, a plurality of the left lower shear plates and a plurality of the right lower shear plates are located under the plurality of second transverse connectors; the plurality of second transverse connectors are arranged along the lower The length direction of the flange plate is arranged from front to back, the length of the multiple second transverse connectors is the same as the width of the lower flange plate, and the lower part of the corrugated steel web is correspondingly provided with multiple channels for multiple channels respectively. A second through hole through which the second transverse connecting member passes.

The above-mentioned corrugated steel web composite box girder is characterized in that: the upper flange plate is a cast-in-situ concrete slab, and the top of the corrugated steel web and the upper flange plate are fastened by upper shear connectors connect;

The upper shear connector is the fourth shear connector, the fifth shear connector or the sixth shear connector;

The fourth shear connection structure includes an upper flange steel plate fixed on the top of the corrugated steel web and a plurality of second studs fixed on the top of the upper flange steel plate, and the plurality of second studs are all cast In the upper flange plate; the upper flange steel plate is a horizontal steel plate arranged along the length direction of the lower flange plate, and a plurality of the second pegs are arranged vertically along the length direction of the lower flange plate It is arranged in multiple rows from front to back; the upper flange steel plate and the corrugated steel web and the second peg and the upper flange steel plate are fixedly connected by welding;

The fifth shear connection structure includes a plurality of third transverse connectors passing through the upper part of the corrugated steel web, and the plurality of third transverse connectors are all located on the same horizontal plane and are all along the width direction of the upper flange plate For laying, the multiple third transverse connectors are arranged along the length direction of the upper flange plate from front to back, and the upper part of the corrugated steel web is correspondingly provided with a plurality of third transverse connectors for multiple channels respectively. The third through hole passing through; the upper part of the corrugated steel web and the multiple third transverse connectors are poured in the upper flange plate; the third transverse connectors are PBL connectors or steel bars; multiple The length of the third transverse connector is the same as the width of the upper flange plate;

The sixth shear connection structure includes a plurality of upper left shear plates arranged on the upper part of the left wall of the corrugated steel web and a plurality of upper right shear plates arranged on the upper part of the right wall of the corrugated steel web , a plurality of left upper shear plates and a plurality of right upper shear plates are arranged from front to back along the length direction of the upper flange plate, and a plurality of left upper shear plates and a plurality of The upper shear plates on the right side are arranged on the same horizontal plane, and the upper shear plates on the left side and the upper shear plates on the right side are arranged in a staggered manner; One of the left upper shear plates and a plurality of the right upper shear plates are poured in the upper flange plate;

The structure and size of the plurality of left upper shear plates and the plurality of said right upper shear plates are the same and are all square plates; the number of the plurality of left upper shear plates is the same as the plurality of said The number of left lower shear plates is the same, and a plurality of said left upper shear plates are respectively located above a plurality of said left lower shear plates, and said left upper shear plates and left lower shear plates The structure and size are the same; the number of the plurality of right upper shear plates is the same as the number of the plurality of right lower shear plates, and the plurality of right upper shear plates are respectively located in the plurality of right upper shear plates. Above the lower side shear plate, the structure and size of the right upper shear plate and the right lower shear plate are the same.

At the same time, the present invention also discloses a construction process of corrugated steel web composite box girder with simple steps, reasonable design, convenient implementation and good construction effect, which is characterized in that the process includes the following steps:

Step 1. Laying and installation of the prestressing system and corrugated steel web: lay out the prestressing system in the lower flange to be constructed, and install two corrugated steel webs above the lower flange to be constructed;

When the middle prestressed structure is the first prestressed structure, the lower flange plate is formed by connecting a first flange plate segment and a second flange plate segment, and the first flange plate The segment and the second flange plate segment are arranged on the same horizontal plane and both have the same width as the lower flange plate, and the longitudinal length of the first flange plate segment is 0.6L-0.7L ; the first flange plate segment is the front segment of the lower flange plate or the rear segment of the lower flange plate; when the first flange plate segment is the front segment of the lower flange plate section, the second prestressed tendon is the first tension tendon, and the third prestressed tendon is the second tension tendon; when the first flange plate segment is the lower flange plate During the rear section of the , the third prestressed tendon is the first tensioned tendon, and the second prestressed tendon is the second tensioned tendon;

Step 2. Construction of the lower flange plate: construction of the lower flange plate, the process is as follows:

Step 201, pouring concrete in the middle of some segments of the lower flange plate and stretching the first prestress:

When the prestressed structure in the middle is the first prestressed structure, the concrete in the middle of the first flange plate segment is poured, and the multiple structures laid in the middle of the first flange plate segment The first stretching tendons are stretched synchronously; after the concrete pouring in the middle of the first flange plate segment is completed, the inner ends of the second stretching tendons are all buried in the In the first flange plate segment; wherein, when stretching the first tensioned tendons in the first flange plate segment, the single-end tensioning method is used for tensioning;

When the middle prestressed structure is the second prestressed structure, the concrete in the middle of the middle section is poured first, and the multiple channels of the fourth prestress laid in the middle of the middle section The tendons and the fifth prestressed tendons are stretched synchronously; after the concrete pouring in the middle of the middle section is completed, the inner ends of the fourth prestressed tendons and the fifth prestressed tendons are buried in the In the middle section; wherein, when the fourth prestressed tendon and the fifth prestressed tendon are stretched, they are stretched in a single-ended tensioning manner;

Step 202, pouring concrete for the remaining part of the lower flange plate and stretching the second prestress:

When the middle prestressed structure is the first prestressed structure, the concrete of the remaining part of the lower flange plate is poured, and the multiple channels of the second tension in the second flange plate segment are Pulling tendons and all first full-length prestressing tendons in the two side prestressing structures are simultaneously tensioned; wherein, the second tensioning reinforcement in the first flange plate segment When stretching the beam, use the single-end tensioning method; when stretching the first full-length prestressed tendon, use the symmetrical and simultaneous tensioning method at both ends;

When the middle prestressed structure is the second prestressed structure, the concrete of the remaining part of the lower flange plate is poured, and all the first full-length prestressed tendons in the two side prestressed structures Stretching is carried out synchronously; wherein, when stretching the first through-length prestressed tendon, the stretching is carried out in a manner of symmetrical simultaneous stretching at both ends;

In step 2, before the construction of the lower flange plate, during the construction of the lower flange plate or after the construction of the lower flange plate is completed, the upper flange plate is constructed on the two corrugated steel webs that have been installed.

The above-mentioned process is characterized in that: the upper flange plate described in step 1 is a cast-in-situ concrete slab, and the top of the corrugated steel web and the upper flange plate are fastened and connected by an upper shear connector; in step 202 During the pouring process of the remaining part of the lower flange plate, the upper flange plate is simultaneously poured; before the corrugated steel web is installed in step 1, the corrugated steel web needs to be installed at the bottom of the installed corrugated steel web. The following shear connectors are described.

The above process is characterized in that: in step 1, when the first flange plate segment is the front segment of the lower flange plate, the length of the first flange plate segment is not greater than the second shortest prestress The length of the tendon, the second shortest prestressed tendon is the shortest second prestressed tendon among the plurality of second prestressed tendons; when the first flange plate segment is the rear portion of the lower flange plate segment, the length of the first flange plate segment is not greater than the length of the third shortest prestressed tendon, and the third shortest prestressed tendon is the shortest third among the multiple third prestressed tendons. prestressed tendon;

When the middle prestressed structure is the first prestressed structure, the corrugated steel web in step 1 is spliced by the first corrugated steel web segment and the second corrugated steel web segment, wherein the The first corrugated steel web segment is arranged above the first flange plate segment, and the second corrugated steel web segment is arranged above the second flange plate segment; the first corrugated Both the steel web segment and the second corrugated steel web segment are spliced by a plurality of corrugated steel web segments, and the plurality of corrugated steel web segments extend along the length direction of the lower flange from the front Afterwards, lay out; when installing the corrugated steel web in step 1, first install the first corrugated steel web section; In step 202, the second corrugated steel web segment is installed before the remaining part of the lower flange is concreted and prestressed;

When the middle prestressed structure is the second prestressed structure, the corrugated steel web in step 1 is composed of a front steel web segment, a rear steel web segment, and a steel web connected to the front The web section is composed of the middle steel web section between the rear steel web section, and the middle steel web section is arranged above the middle section; the front steel web section section, the middle steel web section and the rear steel web section are arranged from front to back along the length direction of the lower flange plate; when installing the corrugated steel web in step 1, first install the The steel web section in the middle is installed; after the tensioning of the fourth prestressed tendon and the fifth prestressed tendon in the middle section in step 201 is completed, and the remaining part of the lower flange is poured in step 202 Before prestressing and tensioning, the front steel web segment and the rear steel web segment are respectively installed.

Compared with the prior art, the present invention has the following advantages:

1. The corrugated steel web composite box girder has simple structure, reasonable stress, convenient construction and good use effect. Compared with ordinary concrete box girder, it has more obvious advantages in structural force, cost, construction period, material and seismic performance.

2. The prestressed system structure in the lower flange plate is simple, reasonable in design and effective in use, including the central prestressed structure and two side prestressed structures, of which the central prestressed structure is reasonably designed and includes the first prestressed structure and the second prestressed structure two types.

3. The corrugated steel web combined box girder is only provided with prestressed tendons in the lower flange plate, and all of them are straight beams, so the construction is very convenient. If necessary, prestressed ribs can be set in the upper flange plate.

4. The prestressing system in the lower flange plate is all internal cables, and a specific tensioning method is adopted to completely cancel the external cables, reduce the purpose of subsequent maintenance and replacement of external cables, and further avoid setting tooth plates inside the box girder , effectively reducing the anchoring structure, and has the advantages of simplifying the construction process, effectively reducing the self-weight of the box girder, and reducing the cost of later projects.

5. The corrugated steel web composite box girder has good mechanical performance, greatly improves the prestressing efficiency, reduces its own weight by about 20% to 30%, effectively saves materials, and correspondingly improves the seismic performance of the bridge. Therefore, the mechanical and economic performance of the corrugated steel web composite box girder bridge is better than that of the concrete box girder bridge.

6. During construction, the number of main girders of the corrugated steel web composite box girder is relatively reduced, the number of hoisting is less, the construction period can be greatly shortened, and the hoisting weight remains basically unchanged, and there is no need to replace hoisting equipment.

7. The scope of application is wide. The three-dimensional effect of the corrugated steel web makes the visual effect and shape of the structure more vivid and more aesthetic. If the color of the corrugated steel web is used to adapt to the environment, the aesthetics of the structure can be further improved As a result, it will become a better choice for bridges in highways, mountainous areas, and scenic spots.

8. The construction method is simple, the design is reasonable and easy to realize, and the construction effect is good. The prestressed system in the lower flange plate is stretched twice, which is different from the traditional prestressed system. It can effectively solve the problem of limited tension space and structural slowness. Larger problems, and the use effect is good, can effectively reduce the structural anti-arch. Therefore, the two-time stretching construction method adopted in the present invention not only meets the stress requirements of the structure, but also solves the problems of cable space and tension space.

9. The corrugated steel web composite box girder has excellent mechanical properties. Before the actual construction, the prestress is arranged in sections according to the structural bending moment diagram, and all the prestress is arranged in the concrete lower flange plate. According to the structural stress The prestressed tendons are stretched and anchored in two times according to the needs of the force. First, complete the construction of the lower flange slab concrete within the range of 0.6L-0.7L in the mid-span area, and complete the first tensioning of the prestress. The force object is only the lower flange concrete, and the linear prestressing efficiency is high; then The construction of the remaining concrete of the lower flange plate and the concrete of the upper flange is completed, thereby completing the second stretching of the prestress, and the force object at this time is the full-span box girder. In this way, it not only reduces the amount of prestressed steel bars in the structure, improves the efficiency of material use, but also solves the problem of excessive compressive stress near L/4, and greatly reduces the anti-arch value of the box girder under long-term load.

10. High practical value and significant economic and social benefits. Mainly aiming at the shortcomings of the current lower flange plate tension space is not enough, corrugated steel web can not be arranged outside the cable and other defects, the corrugated steel web composite structure is applied to the box girder bridge, and The method of pouring in sections, arranging prestressed tendons in sections, laying all the prestressing system in the concrete lower flange plate and all of them are straight beams, and stretching the prestress in two times can not only effectively reduce the self-weight of the structure, but also solve the problem of The problem of insufficient tension space and large structural creep can effectively reduce the structural anti-arch value, correspondingly reduce the amount of prestressed tendons in the structure, and the linear arrangement of prestress greatly improves the use efficiency of prestress. At the same time, the present invention uses internal prestressed cables, which not only solves the problem of insufficient tension space, but also effectively solves the trouble of replacing external cables in bridge maintenance and management, and saves later maintenance costs. In the actual construction process, the construction method of twice tensioning prestressed tendons can effectively reduce the weight of the structure, solve the problems of limited tension space and large structural creep, and can effectively reduce structural anti-arching; moreover, the prestressed tendons are anchored in sections , and according to the structural bending moment diagram, the structural prestressed reinforcement is correspondingly reduced, and the prestressed loss caused by the retraction of the first tensioned anchor is made up for by two tension anchors, and the prestressed reinforcement is improved. Efficiency, can be effectively used in roads, railway bridges.

To sum up, the present invention is reasonable in design, convenient in construction, and the corrugated steel web composite box girder of the construction is reasonable in force and good in use effect, and can effectively solve the problems of high input cost and limited space for prestressed tension in existing concrete box girders. , poor mechanical performance and other issues. The present invention adopts segmented prestressing (all linear prestressing) and combines the two-time tensioning prestressing structure system to effectively reduce the self-weight of the structure and solve the problems of insufficient tensioning space, structural creep and excessive anti-arching , to effectively reduce the structural anti-arch value, anchor the prestressed tendons in sections through two tensions, and arrange the prestressed tendons according to the structural force and bending moment diagram, correspondingly reduce the structural prestressed reinforcement and improve the prestressing efficiency.

The technical solutions of the present invention will be described in further detail below with reference to the accompanying drawings and embodiments.

Description of drawings

Fig. 1 is a schematic cross-sectional structure diagram of a corrugated steel web composite box girder in Example 1 of the present invention.

FIG. 2 is a schematic structural diagram of the first prestressed structure in Embodiment 1 of the present invention.

Fig. 3 is a block diagram of the construction process of the corrugated steel web composite box girder of the present invention.

Fig. 4 is a reference diagram of the construction state after the pouring of the first flange plate segment in Embodiment 1 of the present invention is completed.

Fig. 5 is a reference diagram of the construction state after the construction of the corrugated steel web composite box girder in Embodiment 1 of the present invention is completed.

Fig. 6 is a schematic structural diagram of the first shear connection structure in Embodiment 1 of the present invention.

Fig. 7 is a schematic structural diagram of the second prestressed structure in Embodiment 2 of the present invention.

Fig. 8 is a reference diagram of the construction state after the pouring of the middle section in Embodiment 2 of the present invention is completed.

Fig. 9 is a reference diagram of the construction state after the completion of construction of the corrugated steel web composite box girder in Example 2 of the present invention.

Fig. 10 is a schematic structural diagram of a fifth shear connection structure of the present invention.

Fig. 11-1 is a structural schematic diagram of the corrugated steel web, the third shear connection mechanism and the sixth shear connection structure of the present invention.

Fig. 11-2 is a schematic diagram of the inner structure of the corrugated steel web, the third shear connection mechanism and the sixth shear connection structure of the present invention.

Figure 11-3 is a top view of Figure 11-2.

Fig. 12 is a structural schematic diagram of a corrugated steel web of the present invention.

Explanation of reference signs:

1—corrugated steel web; 2—upper flange plate; 3—lower flange plate;

4-1—the first long prestressed tendon; 4-2—the second prestressed tendon; 4-3—the third prestressed tendon;

4-4—the fourth prestressed tendon; 4-5—the fifth prestressed tendon; 5-1—the lower flange steel plate;

6—the first peg; 7—the third transverse connector; 8-2—the second through hole;

8-4—the fourth through hole; 10-1—the left lower shear plate; 11-1—the left upper shear plate;

11-2—right upper shear plate; 12—upper longitudinal connector; 13—fourth transverse connector;

15—anchor; 16—the second transverse connector.

Detailed ways

Example 1

A corrugated steel web composite box girder as shown in Figure 1 includes a lower flange plate 3, an upper flange plate 2 located above the lower flange plate 3, and two symmetrical supports between the lower flange plate 3 and the upper wing The corrugated steel web 1 between the flange plates 2, the upper flange plate 2 and the lower flange plate 3 are arranged horizontally along the longitudinal direction of the bridge to be constructed, and the lower flange plate 3 is a cast-in-place concrete plate And it is tightly connected with the upper flange plate 2 by two corrugated steel webs 1, and the bottom of the corrugated steel web 1 and the lower flange plate 3 are tightly connected by a lower shear connector. Fixed connection. As shown in FIG. 2 , a prestressing system is arranged inside the lower flange plate 3 , and the prestressing system is located between two corrugated steel webs 1 . The prestressing system includes a central prestressing structure arranged in the middle of the lower flange plate 3 and two side prestressing structures respectively arranged on the left and right sides of the lower flange plate 3, and the two side prestressing structures are left-right symmetrical Arrangement, the middle prestressed structure and the two side prestressed structures are arranged on the same horizontal plane. The side prestressing structure includes one or more first full-length prestressing tendons 4-1 arranged in the lower flange plate 3, and multiple first full-length prestressing tendons 4-1 are arranged on the same horizontal plane . The length of the first full-length prestressed tendons 4-1 running through the lower flange plate 3 from front to rear and inside the lower flange plate 3 is L, where L is the longitudinal bridge length of the lower flange plate 3 . The first long prestressed tendons 4 - 1 are arranged along the length direction of the lower flange plate 3 . The two corrugated steel webs 1 are arranged symmetrically from left to right, and both are arranged along the longitudinal direction of the bridge being constructed.

In this embodiment, the two corrugated steel webs 1 are arranged vertically.

In this embodiment, the distance between the middle prestressed structure and the upper and lower surfaces of the lower flange plate 3 is the same.

During actual construction, the layout height of the central prestressed structure can be adjusted accordingly according to specific needs.

In this embodiment, the middle prestressing structure is the first prestressing structure.

In this embodiment, the first prestressing structure includes multiple second prestressing tendons 4-2 and multiple third prestressing tendons 4-3, and multiple second prestressing tendons 4-2 and multiple lanes The third prestressed tendons 4-3 are all arranged on the same horizontal plane, and the lengths of the second prestressed tendons 4-2 and the third prestressed tendons 4-3 in the lower flange plate 3 are both 0.6L- 0.7L. Both the second prestressed tendons 4 - 2 and the third prestressed tendons 4 - 3 are arranged along the length direction of the lower flange plate 3 . The front end of the second prestressed rib 4-2 is located at one side end of the lower flange plate 3 and its rear end is embedded in the lower flange plate 3, and the rear end of the third prestressed rib 4-3 is located at the lower flange plate 3. The other end of the flange plate 3 and its front end are embedded in the lower flange plate 3 . The front end of the second prestressed tendon 4-2 is a tension end, and the rear end of the third prestressed tendon 4-3 is a tension end.

In this embodiment, the lower shear connection is a first shear connection structure.

As shown in Figure 6, the first shear connection structure includes a lower flange steel plate 5-1 fixed at the bottom of the corrugated steel web 1 and a plurality of first pegs 6 fixed at the bottom of the lower flange steel plate 5-1, A plurality of the first pegs 6 are poured into the lower flange plate 3 . The lower flange steel plate 5-1 is a horizontal steel plate arranged along the length direction of the lower flange plate 3, and a plurality of the first pegs 6 are arranged vertically along the length direction of the lower flange plate 3 by It is laid out in multiple rows from front to back; between the lower flange steel plate 5-1 and the corrugated steel web 1 and between the first peg 6 and the lower flange steel plate 5-1 are fixedly connected by welding. In this embodiment, the lower flange steel plate 5 - 1 is arranged on the top of the lower flange plate 3 .

In this embodiment, the upper flange plate 2 is a cast-in-situ concrete slab, and the top of the corrugated steel web 1 and the upper flange plate 2 are fastened and connected by an upper shear connector.

In this embodiment, the upper shear connection is a fourth shear connection structure. The structure of the fourth shear connection structure is the same as that of the first shear connection structure.

The fourth shear connection structure includes an upper flange steel plate fixed on the top of the corrugated steel web 1 and a plurality of second pegs fixed on the top of the upper flange steel plate, and a plurality of second pegs are all fixed on the top of the upper flange steel plate. Pouring in the upper flange plate 2. The upper flange steel plate is a horizontal steel plate arranged along the length direction of the lower flange plate 3, and a plurality of the second pegs are arranged vertically and divided from front to rear along the length direction of the lower flange plate 3. Lay out in multiple rows. Both the upper flange steel plate and the corrugated steel web 1 and the second peg and the upper flange steel plate are fixedly connected by welding. In this embodiment, the upper flange steel plate is located at the bottom of the upper flange plate 2 .

In this embodiment, the number of the first full-length prestressed tendons 4-1 included in the two side prestressed structures is one.

In this embodiment, the number of the second prestressed tendons 4-2 and the third prestressed tendons 4-3 are two, and the two second prestressed tendons 4-2 are located in the two places respectively. Describe the left and right sides of the third prestressed tendon 4-3.

In this embodiment, the two second prestressed tendons 4-2, the two third prestressed tendons 4-3 and the two first full-length prestressed tendons 4-1 are all arranged on the same plane and it is evenly distributed. During actual construction, according to the structural force and bending moment diagram of the constructed box girder, the quantity of the first full-length prestressed tendon 4-1 included in the two side prestressed structures and the number of the first prestressed structure The quantity of the second prestressed tendons 4-2 and the third prestressed tendons 4-3 is adjusted accordingly.

In this embodiment, as shown in Figure 12, the corrugated steel web 1 is spliced by a plurality of corrugated steel web units with the same structure and size, and the plurality of corrugated steel web units are formed along the lower flange plate. The length direction of 3 is arranged from front to back, and multiple corrugated steel web units are arranged on the same plane. The corrugated steel web unit is spliced by the first straight steel plate, the second straight steel plate, the third straight steel plate and the fourth straight steel plate, the first straight steel plate, the second straight steel plate , The third straight steel plate and the fourth straight steel plate are arranged along the length direction of the lower flange plate 3 from front to back. The first straight steel plate and the third straight steel plate are arranged in parallel, and the second straight steel plate and the fourth straight steel plate are arranged symmetrically. The first straight steel plate, the second straight steel plate, the third straight steel plate and the fourth straight steel plate are all square plates, and the first straight steel plate and the third straight steel plate The steel plates have the same structure and size, and the second flat steel plate and the fourth straight steel plate have the same structure and size.

The construction technology of a kind of corrugated steel web composite box girder as shown in Figure 3 comprises the following steps:

Step 1. Layout and installation of the prestressing system and the corrugated steel web: lay out the prestressing system in the lower flange plate 3 to be constructed, and install two corrugated steel webs above the lower flange plate 3 to be constructed plate 1.

In this embodiment, the lower flange plate 3 is formed by connecting a first flange plate segment and a second flange plate segment, and the first flange plate segment and the second flange plate segment The segments are arranged on the same horizontal plane and the width of both is the same as that of the lower flange plate 3, and the longitudinal length of the first flange plate segment is 0.6L-0.7L. The first flange plate segment is the front segment of the lower flange plate 3 or the rear segment of the lower flange plate 3 . When the first flange plate section is the front section of the lower flange plate 3, the second prestressed tendon 4-2 is the first tension tendon, and the third prestressed tendon 4 -3 is the second tensioning tendon; when the first flange plate segment is the rear segment of the lower flange plate 3, the third prestressed tendon 4-3 is the first tensioning The steel tendon, the second prestressed tendon 4-2 is the second tensioned tendon.

In this embodiment, after the corrugated steel web 1 is installed in place, the installed corrugated steel web 1 needs to be positioned.

Step 2, construction of the lower flange plate: construct the lower flange plate 3, the process is as follows:

Step 201, pouring concrete in the middle part of the lower flange plate section and first prestressed tension: pouring the concrete in the middle part of the first flange plate section, and The multi-channel first-time tensioned steel tendons laid out in the middle are stretched synchronously, and the construction status is shown in Figure 4 for details. After the concrete pouring in the middle part of the first flange plate segment is completed, the inner ends of the multiple second tension tendons are embedded in the first flange plate segment. Wherein, when stretching the first-time tensioned steel tendons in the first flange plate segment, a single-end tensioning method is adopted for tensioning.

During actual construction, when synchronously stretching the multi-channels of the first-time tensioning tendons arranged in the middle of the first flange plate segment, the multi-channels of the first-time tensioning tendons are stretched according to the pre-tensioning method. The bundle is stretched. In this embodiment, after the strength of the concrete poured in the middle part of the first flange plate segment reaches 90% of the design strength, the multiple channels of the first flange plate laid in the middle part of the first flange plate segment The secondary tensioned tendons are tensioned synchronously.

Step 202, pouring concrete for the remaining part of the lower flange plate and the second prestressed tension: pouring the concrete for the remaining part of the lower flange plate 3, and adding the multiple channels in the second flange plate segment The second stretching tendons and all the first full-length prestressing tendons 4-1 in the two side prestressing structures are stretched synchronously, and the construction status is shown in FIG. 5 for details. Wherein, when stretching the second tensioned steel tendon in the first flange plate section, a single-end tensioning method is adopted for tensioning; the first full length prestressed tendon 4-1 is stretched When stretching, the stretching is carried out in a manner that both ends are symmetrically stretched at the same time.

Before the construction of the lower flange plate 3 in step 2, during the construction of the lower flange plate 3 or after the construction of the lower flange plate 3 is completed, the upper wing is constructed on the two corrugated steel webs 1 that have been installed. Edge plate 2.

In this embodiment, when the concrete for the remaining part of the lower flange 3 is poured in step 202, the upper flange 2 is simultaneously poured.

During actual construction, the pouring construction time of the upper flange plate 2 can be adjusted according to specific needs.

During actual construction, the multiple second tension tendons in the second flange plate segment and all the first full-length prestressed tendons in the two side prestressed structures 4-1 When tensioning is carried out simultaneously, tensioning is carried out according to the pretensioning method. In this embodiment, after the strength of the concrete poured in step 202 reaches 90% of the design strength, the second stretching tendons and the first long prestressed tendons 4-1 are stretched.

In the actual construction process, when the first flange plate segment is the front segment of the lower flange plate 3 in step 1, the length of the first flange plate segment is not greater than the second shortest prestressed tendon The length of the second shortest prestressed tendon is the shortest second prestressed tendon 4-2 among the multiple second prestressed tendons 4-2; when the first flange plate segment is the lower wing In the rear segment of the flange plate 3, the length of the first flange plate segment is not greater than the length of the third shortest prestressed tendon, and the third shortest prestressed tendon is a plurality of third prestressed tendons The third prestressed tendon 4-3 with the shortest length among 4-3. In this embodiment, the first flange plate segment is the front segment of the lower flange plate 3 . In actual construction, the first flange plate segment may also be the rear segment of the lower flange plate 3 .

In this embodiment, the corrugated steel web 1 in step 1 is formed by splicing the first corrugated steel web segment and the second corrugated steel web segment, wherein the first corrugated steel web segment is laid on above the first flange plate segment, the second corrugated steel web segment is arranged above the second flange plate segment; the first corrugated steel web segment and the second corrugated The steel web segments are spliced by a plurality of corrugated steel web segments, and the plurality of corrugated steel web segments are arranged along the length direction of the lower flange plate 3 from front to back. When installing the corrugated steel web 1 in step 1, first install the first corrugated steel web segment; The second corrugated steel web segment is installed before the remaining portion of the lower flange is concreted and prestressed.

Correspondingly, when laying out the prestressing system in the lower flange plate 3 to be constructed in step 1, first lay out the second prestressing tendons 4-2 and the third prestressing tendons 4-3; After the first stretching of the steel tendons described above is completed, and before the remaining part of the lower flange is concreted and prestressed in step 202, the first full-length prestressed tendon 4-1 is laid out.

During actual construction, before the corrugated steel web 1 is installed in step 1, the lower shear connector needs to be installed at the bottom of the installed corrugated steel web 1 .

In this embodiment, before installing the corrugated steel web 1 in step 1, the upper shear connector and the lower shear connector need to be installed on the top and bottom of the installed corrugated steel web 1 respectively.

Moreover, before installing the corrugated steel web 1 in step 1, it is necessary to carry out anti-corrosion treatment on the installed corrugated steel web 1 .

In this embodiment, in step 201, when stretching the first tensioned steel tendons in the first flange plate segment, anchors 15 are used for tensioning, and after the tensioning is completed, all The anchors 15 at both ends of the first tensioned tendon are respectively sealed and anchored; after the construction in step 202 is completed, the anchors 15 installed at the inner end of the first tensioned tendon are poured on the lower flange plate 3 Inside.

Moreover, when laying the second tension tendon in the second flange plate segment in step 1, the inner end of the second tension tendon is fixedly installed on an anchor 15 above, and after the concrete pouring in the middle of the first flange section in step 201 is completed, the anchor 15 installed at the inner end of the second tension tendon is poured on the first flange section within the paragraph. In step 202, the plurality of second tensioning tendons in the second flange plate segment and the first full-length prestressing tendons 4-1 in the two side prestressing structures are tensioned. When pulling, all adopt anchor 15 to carry out stretching.

Example 2

In this embodiment, the construction of the corrugated steel web composite box girder is different from that in Embodiment 1 in that the middle prestressed structure is the second prestressed structure. In conjunction with Fig. 7, described second prestressed structure comprises the 4th prestressed tendon 4-4 of multi-track and the 5th prestressed tendon 4-5 of multi-track, described fourth prestressed tendon 4-4 of multi-track and multi-track place The fifth prestressed tendons 4-5 are all arranged on the same horizontal plane. The lower flange plate 3 is formed by connecting a front end segment, a rear end segment and a middle segment connected between the front end segment and the rear end segment, the front end segment, the middle The segments and the rear end segments are arranged along the length direction of the lower flange plate 3 from front to rear. The length L1 of the middle section is 0.6L-0.7L, and the fourth prestressed tendons 4-4 and the fifth prestressed tendons 4-5 are arranged in the middle section. The lengths of the fourth prestressed tendon 4-4 and the fifth prestressed tendon 4-5 in the middle section are both 0.6L1-0.7L1. Both the fourth prestressed tendons 4 - 4 and the fifth prestressed tendons 4 - 5 are arranged along the length direction of the lower flange plate 3 . The front end of the fourth prestressed tendon 4-4 is located at the end of one side of the middle segment and its rear end is buried in the middle segment, and the rear end of the fifth prestressed tendon 4-5 is located at the end of the middle segment. The other end of the middle segment and its front end are embedded in the middle segment. The front end of the fourth prestressed tendons 4-4 is a tension end, and the rear end of the fifth prestressed tendons 4-5 is a tension end.

In this embodiment, the number of the fourth prestressed tendons 4-4 and the fifth prestressed tendons 4-5 is two, and the fourth prestressed tendons 4-4 of the two roads are respectively located in the second prestressed tendons of the two roads. The left and right sides of five prestressed tendons 4-5.

In this embodiment, the two fourth prestressed tendons 4-4, the two fifth prestressed tendons 4-5 and the two first full-length prestressed tendons 4-1 are all arranged on the same plane and it is evenly distributed. During actual construction, according to the structural force and bending moment diagram of the constructed box girder, the quantity of the first full-length prestressed tendon 4-1 included in the two side prestressed structures and the number of the second prestressed structure The quantity of the fourth prestressed tendons 4-4 and the fifth prestressed tendons 4-5 is adjusted accordingly.

In this embodiment, the structures and connections of the rest of the corrugated steel web composite box girder are the same as those in Embodiment 1.

In this embodiment, when the corrugated steel web composite box girder is constructed, the following steps are included:

Step 1. Layout and installation of the prestressing system and the corrugated steel web: lay out the prestressing system in the lower flange plate 3 to be constructed, and install two corrugated steel webs above the lower flange plate 3 to be constructed plate 1.

In this embodiment, after the corrugated steel web 1 is installed in place, the installed corrugated steel web 1 needs to be positioned.

Step 2, construction of the lower flange plate: construct the lower flange plate 3, the process is as follows:

Step 201, concrete pouring and first prestressed tensioning in the middle part of the lower flange plate section: first pour the concrete in the middle part of the middle The fourth prestressed tendon 4-4 and the fifth prestressed tendon 4-5 of multiple tracks are stretched synchronously; after the concrete pouring in the middle of the middle section is completed, the fourth prestressed tendon 4-4 Both the inner end and the inner end of the fifth prestressed tendon 4-5 are buried in the middle section; wherein, when the fourth prestressed tendon 4-4 and the fifth prestressed tendon 4-5 are stretched, both The single-end tensioning method is used for tensioning, and the construction status is shown in Figure 8 for details.

During actual construction, when the fourth prestressed tendon 4-4 and the fifth prestressed tendon 4-5 are stretched, they are all stretched according to the pretensioning method. In the embodiment, after the strength of the concrete poured in the middle of the middle section reaches 90% of the design strength, the fourth prestressed tendons 4-4 and the fifth prestressed tendons 4-4 5. Tensioning is carried out synchronously.

Step 202, concrete pouring for the remaining part of the lower flange plate and the second prestressing tension: pouring the concrete for the remaining part of the lower flange plate 3, and performing all the first pass tensioning in the two side prestressing structures. The long prestressed tendon 4-1 is stretched synchronously, and its construction status is shown in Figure 9 for details. Wherein, when stretching the first through-length prestressed tendons 4-1, the stretching is carried out in a manner of symmetrical simultaneous stretching at both ends.

In step 2, before the lower flange plate 3 is constructed, during the construction of the lower flange plate 3 or after the lower flange plate 3 is constructed, the upper flange plate 2 is constructed on the installed corrugated steel web 1 .

In this embodiment, after the concrete pouring of the remaining part of the lower flange plate 3 in step 202 is completed and the prestress is stretched, the pouring construction of the upper flange plate 2 is carried out.

During actual construction, the pouring construction time of the upper flange plate 2 can be adjusted according to specific needs.

During actual construction, when stretching the first through-length prestressed tendon 4-1, it is stretched according to the pretensioning method. In this embodiment, after the strength of the concrete poured in step 202 reaches 90% of the design strength, the first full-length prestressed tendon 4-1 is then stretched.

In this embodiment, the corrugated steel web 1 in step 1 is composed of a front steel web segment, a rear steel web segment, and a joint between the front steel web segment and the rear steel web The middle steel web segment between the plate segments is composed of the middle steel web segment arranged above the middle segment; the front side steel web segment, the middle steel web segment and The rear steel web segment is arranged from front to rear along the length direction of the lower flange plate 3; when installing the corrugated steel web 1 in step 1, first install the middle steel web segment ; After the tensioning of the fourth prestressed tendon 4-4 and the fifth prestressed tendon 4-5 in the middle section described in step 201 is completed, and the remaining part of the lower flange plate is concreted and prestressed in step 202 Before tensioning, the front steel web segment and the rear steel web segment are respectively installed.

Correspondingly, when laying out the prestressing system in the lower flange plate 3 to be constructed in step 1, first lay out the fourth prestressing tendons 4-4 and the fifth prestressing tendons 4-5; After the fourth prestressed tendon 4-4 and the fifth prestressed tendon 4-5 are stretched, and before the remaining part of the lower flange plate is concreted and prestressed in step 202, the first full length The prestressed tendon 4-1 is laid out.

During actual construction, before the corrugated steel web 1 is installed in step 1, the lower shear connector needs to be installed at the bottom of the installed corrugated steel web 1 .

In this embodiment, before installing the corrugated steel web 1 in step 1, the upper shear connector and the lower shear connector need to be installed on the top and bottom of the installed corrugated steel web 1 respectively.

Moreover, before installing the corrugated steel web 1 in step 1, it is necessary to carry out anti-corrosion treatment on the installed corrugated steel web 1 .

In this embodiment, when the fourth prestressed tendon 4-4 and the fifth prestressed tendon 4-5 are stretched in step 201, the anchor 15 is used for tensioning, and after the tensioning is completed, the fourth prestressed tendon 4-5 is stretched. The anchors 15 at both ends of the stress tendon 4-4 and the fifth prestress tendon 4-5 are respectively anchored; after the construction in step 202 is completed, the fourth prestress tendon 4-4 and the fifth prestress tendon 4- 5. The anchorages 15 installed at both ends are poured in the lower flange plate 3.

And, when laying out the fourth prestressed tendon 4-4 and the fifth prestressed tendon 4-5 in step one, the inner end of the fourth prestressed tendon 4-4 and the inner end of the fifth prestressed tendon 4-5 ends are respectively fixedly installed on an anchor 15, and after the concrete pouring in the middle part of the middle segment described in step 201 is completed, the inner end of the fourth prestressed tendon 4-4 and the fifth prestressed tendon 4-5 The anchors 15 installed at the inner end of the inner end are all poured in the middle segment. In step 202, when the first full-length prestressed tendons 4-1 are stretched, anchors 15 are used for stretching.

Example 3

In this embodiment, as shown in FIG. 10 , the construction of the composite box girder with corrugated steel webs is different from that in Embodiment 1 in that: the lower shear connection is a second shear connection structure. The second shear connection structure includes a plurality of first transverse connectors passing through the lower part of the corrugated steel web 1, and the plurality of first transverse connectors are all located on the same horizontal plane and are all along the bottom flange plate 3. The width direction is arranged, and the multiple first transverse connectors are arranged along the length direction of the lower flange plate 3 from front to back. A first through hole through which the transverse connecting piece passes. The lower part of the corrugated steel web 1 and the multiple first transverse connectors are poured into the lower flange plate 3 . The first transverse connecting piece is a PBL connecting piece or a steel bar, and the PBL connecting piece is a strip-shaped steel plate, and the middle part of the strip-shaped steel plate has a plurality of holes from front to back. The lengths of the multiple first transverse connecting members are all the same as the width of the lower flange plate 3 .

In this embodiment, the first transverse connecting member is a steel bar. Multiple channels of the first transverse connecting elements are evenly arranged.

In actual construction, the first transverse connecting piece may also be a PBL connecting piece. In addition, the PBL connector is a strip-shaped steel plate, and the middle part of the strip-shaped steel plate has a plurality of holes from front to back, and the strip-shaped steel plate is arranged vertically. In this embodiment, the hole is a round hole.

At the same time, the second shear connection structure also includes two lower longitudinal connectors arranged on the bottom of the corrugated steel web 1, and the two lower longitudinal connectors are respectively fixed on the left and right sides of the bottom of the corrugated steel web 1; The two lower longitudinal connectors are arranged along the length direction of the lower flange plate 3 , and the lengths of the two lower longitudinal connectors are the same as the length of the lower flange plate 3 . The lower longitudinal connector is a PBL connector or a steel bar. The lower longitudinal connecting piece and the corrugated steel web 1 are fixedly connected by welding.

In this embodiment, the lower longitudinal connector is a steel bar.

In actual construction, the lower longitudinal connector may also be a PBL connector. In addition, the PBL connector (ie, the strip-shaped steel plate) is arranged vertically.

In this embodiment, the two lower longitudinal connectors are arranged on the bottom of the first straight steel plate and the third straight steel plate respectively. The two lower longitudinal connectors are arranged on the same horizontal plane.

In this embodiment, the upper shear connection member is a fifth shear connection structure, and the structure of the fifth shear connection structure is the same as that of the second shear connection structure.

The fifth shear connection structure includes a plurality of third transverse connectors 7 passing through the upper part of the corrugated steel web 1, and the plurality of third transverse connectors 7 are all located on the same horizontal plane and are all along the upper flange plate 2 is laid out in the width direction, and the multiple third transverse connectors 7 are laid out from front to back along the length direction of the upper flange plate 2, and the upper part of the corrugated steel web 1 is correspondingly provided with a plurality of lines respectively for multiple lines The third through hole through which the third transverse connecting member 7 passes. The upper part of the corrugated steel web 1 and the plurality of third transverse connectors 7 are cast in the upper flange plate 2 . The third transverse connecting member 7 is a PBL connecting member or a steel bar; the lengths of multiple third transverse connecting members 7 are the same as the width of the upper flange plate 2 .

In this embodiment, the third transverse connecting member 7 is a steel bar. The plurality of third transverse connecting elements 7 are evenly arranged.

In actual construction, the third transverse connecting piece 7 may also be a PBL connecting piece. In addition, the PBL connector (ie, the strip-shaped steel plate) is arranged vertically.

At the same time, the fifth shear connection structure also includes two upper longitudinal connectors 12 arranged on the top of the corrugated steel web 1, and the two upper longitudinal connectors 12 are respectively fixed on the left and right sides of the top of the corrugated steel web 1. side; the two upper longitudinal connectors 12 are arranged along the length direction of the upper flange plate 2, and the lengths of the two upper longitudinal connectors 12 are the same as the length of the upper flange plate 2; The connector 12 is a PBL connector or a steel bar.

In this embodiment, the upper longitudinal connecting member 12 is a steel bar.

In actual construction, the upper longitudinal connector 12 may also be a PBL connector. In addition, the PBL connector (ie, the strip-shaped steel plate) is arranged vertically.

In this embodiment, the two upper longitudinal connectors 12 are arranged on the tops of the first flat steel plate and the third flat steel plate respectively.

In this embodiment, both the first through hole and the third through hole are circular through holes.

In this embodiment, the structures and connections of the rest of the corrugated steel web composite box girder are the same as those in Embodiment 1.

In this embodiment, the construction process of the corrugated steel web composite box girder is the same as that in Embodiment 1.

Example 4

In this embodiment, as shown in Figure 11-1, Figure 11-2 and Figure 11-3, the construction of the corrugated steel web composite box girder is different from that of Embodiment 1 in that the lower shear connector is the third Shear connection structure.

The third shear connection structure includes a plurality of lower left shear plates 10-1 arranged on the lower part of the left wall of the corrugated steel web 1 and a plurality of right lower shear plates 10-1 arranged on the lower part of the right wall of the corrugated steel web 1. The lower side shear plates, the plurality of left lower shear plates 10-1 and the plurality of right lower shear plates are arranged along the length direction of the lower flange plate 3 from front to back, and the plurality of lower shear plates The left lower shear plate 10-1 and the plurality of right lower shear plates are all arranged on the same horizontal plane, and the plurality of left lower shear plates 10-1 and the plurality of right lower shear plates The force plates are arranged in a staggered manner. The lower part of the corrugated steel web 1 , the plurality of left lower shear plates 10 - 1 and the plurality of right lower shear plates are all poured into the lower flange plate 3 .

In this embodiment, the third shear connection structure further includes a plurality of second transverse connectors 16 passing through the lower part of the corrugated steel web 1, and the plurality of second transverse connectors 16 are all located on the same horizontal plane and They are all laid out along the width direction of the lower flange plate 3, and the plurality of left lower shear plates 10-1 and the plurality of right lower shear plates are located in the plurality of second transverse connectors 16 below. The plurality of second transverse connectors 16 are arranged from front to rear along the length direction of the lower flange plate 3, and the lengths of the plurality of second transverse connectors 16 are all the same as the width of the lower flange plate 3, so The lower part of the corrugated steel web 1 is correspondingly opened with a plurality of second through holes 8-2 through which the plurality of second transverse connectors 16 respectively pass.

In this embodiment, the second transverse connecting member 16 is a steel bar. Multiple channels of the second transverse connecting elements 16 are evenly arranged.

In actual construction, the second transverse connecting piece 16 may also be a PBL connecting piece. In addition, the PBL connector is a strip-shaped steel plate, and the middle part of the strip-shaped steel plate has a plurality of holes from front to back, and the strip-shaped steel plate is arranged vertically. In this embodiment, the hole is a round hole.

In this embodiment, the steel plate section where the left lower shear plate 10-1 is arranged in the corrugated steel web 1 is the left shear plate arrangement section, and the right lower shear plate 10-1 is arranged in the corrugated steel web 1. The steel plate segment of the shear plate is the right shear plate layout section; the left lower shear plate 10-1 is a shear plate formed by bending the lower part of the left shear plate layout section to the left, The right lower shear plate is a shear plate formed by bending the lower part of the right shear plate laying section to the right.

In this embodiment, the multiple left lower shear plates 10-1 and the multiple right lower shear plates have the same structure and size and are all square plates.

In this embodiment, the plurality of left lower shear plates 10-1 and the plurality of right lower shear plates are evenly arranged, and two adjacent left lower shear plates 10-1 The distance between them is the same as the distance between the front and rear adjacent two right lower shear plates. The structure and size of the plurality of left lower shear plates 10-1 are the same, the structures and sizes of the plurality of right lower shear plates are the same, and the left lower shear plates 10-1 and the left lower shear plates 10-1 are the same The structure and size of the lower shear plate on the right side are the same.

In this embodiment, the upper shear connection member is a sixth shear connection structure, and the structure of the sixth shear connection structure is the same as that of the third shear connection structure.

The sixth shear connection structure includes a plurality of upper left shear plates 11-1 arranged on the upper part of the left side wall of the corrugated steel web 1 and a plurality of right upper shear plates 11-1 arranged on the upper part of the right side wall of the corrugated steel web 1. The upper side shear plates 11-2, the plurality of left upper shear plates 11-1 and the plurality of right upper shear plates 11-2 are all along the length direction of the upper flange plate 2 from front to back For laying, a plurality of upper left shear plates 11-1 and a plurality of upper right shear plates 11-2 are arranged on the same horizontal plane, and a plurality of upper left shear plates 11-1 and the plurality of upper right shear plates 11-2 are arranged in a staggered manner; the upper part of the corrugated steel web 1, the plurality of upper left shear plates 11-1 and the plurality of upper shear plates on the right Plates 11-2 are poured in the upper flange plate 2.

At the same time, the sixth shear connection structure also includes a plurality of fourth transverse connectors 13 passing through the upper part of the corrugated steel web 1, and the plurality of fourth transverse connectors 13 are all located on the same horizontal plane and along the The upper flange plate 2 is arranged in the width direction, and the plurality of left upper shear plates 11-1 and the plurality of right upper shear plates 11-2 are located in the plurality of fourth transverse connectors 13 Above: the multiple fourth transverse connectors 13 are laid out from front to back along the length direction of the upper flange plate 2, and the lengths of the multiple fourth transverse connectors 13 are all the same as the width of the upper flange plate 2 The upper part of the corrugated steel web 1 is correspondingly opened with a plurality of fourth through holes 8-4 through which the plurality of fourth transverse connectors 13 respectively pass.

In this embodiment, the fourth transverse connecting member 13 is a steel bar. The plurality of fourth transverse connecting elements 13 are evenly arranged.

In actual construction, the fourth transverse connecting piece 13 may also be a PBL connecting piece. In addition, the PBL connector is a strip-shaped steel plate, and the middle part of the strip-shaped steel plate has a plurality of holes from front to back, and the strip-shaped steel plate is arranged vertically. In this embodiment, the hole is a round hole.

In this embodiment, the tops of the plurality of corrugated steel webs 1 are all tightly connected to the upper flange plate 2, and the third shear connection structures set on the plurality of corrugated steel webs 1 share multiple channels. The second transverse connecting member 16 and the sixth shear connection structures provided on the plurality of corrugated steel webs 1 share multiple fourth transverse connecting members 13 .

In this embodiment, the multiple left upper shear plates 11-1 and the multiple right upper shear plates 11-2 have the same structure and size and are all square plates. The number of the plurality of left upper shear plates 11-1 is the same as the number of the plurality of left lower shear plates 10-1, and the plurality of left upper shear plates 11-1 are located in multiple Above the left lower shear plate 10-1, the structure and size of the left upper shear plate 11-1 and the left lower shear plate 10-1 are the same, and the left upper shear plate 11 -1 is the shear plate formed by bending the upper part of the left shear plate laying section to the left. The number of the plurality of right upper shear plates 11-2 is the same as the number of the plurality of right lower shear plates, and the plurality of right upper shear plates 11-2 are respectively located in the plurality of right upper shear plates. Above the lower side shear plate, the structure and size of the right upper shear plate 11-2 and the right lower shear plate are the same, and the right upper shear plate 11-2 divides the right side The shear plate formed by bending the upper part of the shear plate layout section to the right.

During actual processing, the side shear plate laying section is a straight steel plate one, and the right shear plate laying section is a straight steel plate two, and the straight steel plate one and the straight steel plate two are arranged in parallel, and each of the The straight steel plate one and the two adjacent straight steel plates on the front and rear sides are all connected by a straight steel plate three, and the straight steel plate one, the two straight steel plates and the three straight steel plates are Rectangular steel plate. In this embodiment, the first straight steel plate is the first straight steel plate, and the second straight steel plate is the second straight steel plate.

In this embodiment, both the second through hole 8-2 and the fourth through hole 8-4 are round holes.

In this embodiment, the structures and connections of the rest of the corrugated steel web composite box girder are the same as those in Embodiment 1.

In this embodiment, the construction process of the corrugated steel web composite box girder is the same as that in Embodiment 1.

The above are only preferred embodiments of the present invention, and do not limit the present invention in any way. All simple modifications, changes and equivalent structural changes made to the above embodiments according to the technical essence of the present invention still belong to the technical aspects of the present invention. within the scope of protection of the scheme.

Claims (10)

1. a corrugated steel web plate composite box girder, it is characterized in that: comprise bottom wing listrium (3), be positioned at top flange plate (2) and the Wavelike steel webplate (1) of two symmetric support between bottom wing listrium (3) and top flange plate (2) of bottom wing listrium (3) top, described top flange plate (2) and bottom wing listrium (3) are all along the vertical bridge of institute's construction bridges to carrying out level laying, described bottom wing listrium (3) is fastenedly connected by two described Wavelike steel webplates (1) for cast in place concrete plate and between itself and top flange plate (2) and is integrated, be fastenedly connected by lower shear connector between described Wavelike steel webplate (1) bottom and bottom wing listrium (3), be laid with prestress system in described bottom wing listrium (3), described prestress system is positioned between two described Wavelike steel webplates (1), described prestress system comprises the middle part prestressed structure and two sidepiece prestressed structures being laid in bottom wing listrium (3) left and right sides respectively that are laid in bottom wing listrium (3) middle part, the symmetrical laying of two described sidepiece prestressed structures, described middle part prestressed structure and two described sidepiece prestressed structures are laid in same level, described sidepiece prestressed structure comprises one or multi-channel the first elongated presstressed reinforcing steel (4-1) be laid in bottom wing listrium (3), and described in multiple tracks, the first elongated presstressed reinforcing steel (4-1) is laid in same level, described first elongated presstressed reinforcing steel (4-1) runs through bottom wing listrium (3) from front to back and its length being in bottom wing listrium (3) is L, and wherein L is that the vertical bridge of bottom wing listrium (3) is to length, described first elongated presstressed reinforcing steel (4-1) is laid along the length direction of bottom wing listrium (3),

Described middle part prestressed structure is the first prestressed structure or the second prestressed structure;

Described first prestressed structure comprises multiple tracks second presstressed reinforcing steel (4-2) and multiple tracks the 3rd presstressed reinforcing steel (4-3), described in second presstressed reinforcing steel (4-2) described in multiple tracks and multiple tracks, the 3rd presstressed reinforcing steel (4-3) is all laid in same level, and the length that described second presstressed reinforcing steel (4-2) and the 3rd presstressed reinforcing steel (4-3) are in bottom wing listrium (3) is 0.6L ~ 0.7L; Described second presstressed reinforcing steel (4-2) and the 3rd presstressed reinforcing steel (4-3) are all laid along the length direction of bottom wing listrium (3); The front end of described second presstressed reinforcing steel (4-2) is positioned at bottom wing listrium (3) side end and its rear end is embedded in bottom wing listrium (3), and the rear end of described 3rd presstressed reinforcing steel (4-3) is positioned at bottom wing listrium (3) end side and its front end is embedded in bottom wing listrium (3); The front end of described second presstressed reinforcing steel (4-2) is stretching end, and the rear end of described 3rd presstressed reinforcing steel (4-3) is stretching end;

Described second prestressed structure comprises multiple tracks the 4th presstressed reinforcing steel (4-4) and multiple tracks the 5th presstressed reinforcing steel (4-5), and described in the 4th presstressed reinforcing steel (4-4) described in multiple tracks and multiple tracks, the 5th presstressed reinforcing steel (4-5) is all laid in same level; Described bottom wing listrium (3) is formed by connecting by front end sections, rear end sections and the intermediate section be connected between described front end sections and described rear end sections, and described front end sections, described intermediate section and described rear end sections are laid from front to back along the length direction of bottom wing listrium (3); Length L1=0.6L ~ the 0.7L of described intermediate section, described in the 4th presstressed reinforcing steel (4-4) described in multiple tracks and multiple tracks, the 5th presstressed reinforcing steel (4-5) is all laid in described intermediate section; The length that described 4th presstressed reinforcing steel (4-4) and the 5th presstressed reinforcing steel (4-5) are in described intermediate section is 0.6L1 ~ 0.7L1; Described 4th presstressed reinforcing steel (4-4) and the 5th presstressed reinforcing steel (4-5) are all laid along the length direction of bottom wing listrium (3); The front end of described 4th presstressed reinforcing steel (4-4) is positioned at described intermediate section one side end and its rear end is embedded in described intermediate section, and the rear end of described 5th presstressed reinforcing steel (4-5) is positioned at described intermediate section end side and its front end is embedded in described intermediate section; The front end of described 4th presstressed reinforcing steel (4-4) is stretching end, and the rear end of described 5th presstressed reinforcing steel (4-5) is stretching end.

2. according to a kind of corrugated steel web plate composite box girder according to claim 1, it is characterized in that: described lower shear connector is the first Shear connection structure, the second Shear connection structure or the 3rd Shear connection structure;

Described first Shear connection structure comprises the bottom flange steel plate (5-1) being fixed on Wavelike steel webplate (1) bottom and many first pegs (6) being fixed on bottom flange steel plate (5-1) bottom, and many described first pegs (6) are all built in bottom wing listrium (3); Described bottom flange steel plate (5-1) is the horizontal steel plate laid along bottom wing listrium (3) length direction, and many described first pegs (6) are all in vertically to laying and its length direction along bottom wing listrium (3) divides arrange to lay from front to back; All be fixed with welding manner between described bottom flange steel plate (5-1) with Wavelike steel webplate (1) and between the first peg (6) with bottom flange steel plate (5-1) and be connected;

Described second Shear connection structure comprises the first transverse connection that multiple tracks is through Wavelike steel webplate (1) bottom, first transverse connection described in multiple tracks is all positioned in same level and it is all laid along the width of bottom wing listrium (3), first transverse connection described in multiple tracks is laid from front to back along the length direction of bottom wing listrium (3), and described Wavelike steel webplate (1) bottom correspondence has multiple respectively for the first through hole that the first transverse connection described in multiple tracks passes; Described in described Wavelike steel webplate (1) bottom and multiple tracks, the first transverse connection is all built in bottom wing listrium (3); Described first transverse connection is PBL connector or reinforcing bar, and described PBL connector is elongate steel plate and the middle part of described elongate steel plate has multiple hole from front to back; The length of the first transverse connection described in multiple tracks is all identical with the width of bottom wing listrium (3);

Described 3rd Shear connection structure comprises and to be multiplely all laid under the left side of Wavelike steel webplate (1) left side wall bottom shear plate (10-1) and to be multiplely all laid in shear plate under the right side of Wavelike steel webplate (1) right side wall bottom, under multiple described left side, under shear plate (10-1) and multiple described right side, shear plate is all laid from front to back along the length direction of bottom wing listrium (3), under multiple described left side, under shear plate (10-1) and multiple described right side, shear plate is all laid in same level, under multiple described left side under shear plate (10-1) and multiple described right side shear plate in being laid staggeredly, under described Wavelike steel webplate (1) bottom, multiple described left side, under shear plate (10-1) and multiple described right side, shear plate is all built in bottom wing listrium (3).

3. according to a kind of corrugated steel web plate composite box girder described in claim 1 or 2, it is characterized in that: in two described sidepiece prestressed structures, the quantity of included first elongated presstressed reinforcing steel (4-1) is together;

The quantity of described second presstressed reinforcing steel (4-2) and described 3rd presstressed reinforcing steel (4-3) is twice, and the second presstressed reinforcing steel (4-2) described in twice lays respectively at the left and right sides of the 3rd presstressed reinforcing steel (4-3) described in twice;

The quantity of described 4th presstressed reinforcing steel (4-4) and the 5th presstressed reinforcing steel (4-5) is twice, and described in twice, the 4th presstressed reinforcing steel (4-4) lays respectively at the left and right sides of the 5th presstressed reinforcing steel (4-5) described in twice.

4. according to a kind of corrugated steel web plate composite box girder according to claim 2, it is characterized in that: in described Wavelike steel webplate (1), the steel plate sections of the lower shear plate (10-1) in laying left side is that left side shear plate lays section, in described Wavelike steel webplate (1), under the described right side of laying, the steel plate sections of shear plate is that right side shear plate lays section; Under described left side, shear plate (10-1) is that described left side shear plate is laid the shear plate that pars infrasegmentalis bends rear formation left, and under described right side, shear plate is that described right side shear plate is laid the shear plate that pars infrasegmentalis bends rear formation to the right; It is flat plate one that described left side shear plate lays section, it is flat plate two that described right side shear plate lays section, described flat plate one and described flat plate two are in parallel laying, all be connected by flat plate three between the described flat plate two that each described flat plate one is adjacent with both sides before and after it, described flat plate one, described flat plate two and described flat plate three are rectangular steel plates.

5., according to a kind of corrugated steel web plate composite box girder described in claim 1 or 2, it is characterized in that: two described Wavelike steel webplates (1) all in vertically to laying; Described Wavelike steel webplate (1) is formed by the corrugated steel web unit spliced that multiple structure is all identical with size, multiple described corrugated steel web unit is laid from front to back along the length direction of bottom wing listrium (3), and multiple described corrugated steel web unit is laid at grade; Described corrugated steel web unit is formed by the first flat plate, the second flat plate, the 3rd flat plate and the 4th straight steel plate splicing, and described first flat plate, described second flat plate, described 3rd flat plate and described 4th flat plate are laid from front to back along the length direction of bottom wing listrium (3); Described first flat plate is parallel laying with described 3rd flat plate, and described second flat plate and described 4th flat plate are symmetrically laid; Described first flat plate, described second flat plate, described 3rd flat plate and described 4th flat plate are square plate, described first flat plate is all identical with size with the structure of described 3rd flat plate, and described second flat plate is all identical with size with the structure of described 4th flat plate.

6. according to a kind of corrugated steel web plate composite box girder according to claim 2, it is characterized in that: described second Shear connection structure also comprises lower longitudinal connector that twice are all laid in Wavelike steel webplate (1) bottom, described in twice, lower longitudinal connector is separately fixed at the left and right sides, Wavelike steel webplate (1) bottom; Described in twice, lower longitudinal connector is all laid along the length direction of bottom wing listrium (3), and described in twice, the length of lower longitudinal connector is all identical with the length of bottom wing listrium (3); Described lower longitudinal connector is PBL connector or reinforcing bar;

Described 3rd Shear connection structure also comprises the second transverse connection (16) that multiple tracks is all through Wavelike steel webplate (1) bottom, second transverse connection (16) described in multiple tracks is all positioned in same level and it is all laid along the width of bottom wing listrium (3), and under multiple described left side, under shear plate (10-1) and multiple described right side, shear plate is all positioned at the second transverse connection (16) below described in multiple tracks; Described in multiple tracks, the second transverse connection (16) is laid from front to back along the length direction of bottom wing listrium (3), described in multiple tracks, the length of the second transverse connection (16) is all identical with the width of bottom wing listrium (3), and described Wavelike steel webplate (1) bottom correspondence has multiple the second through hole (8-2) supplying the second transverse connection (16) described in multiple tracks to pass respectively.

7. according to a kind of corrugated steel web plate composite box girder according to claim 2, it is characterized in that: described top flange plate (2) is cast in place concrete plate, be fastenedly connected by upper shear connector between described Wavelike steel webplate (1) top and top flange plate (2);

Described upper shear connector is the 4th Shear connection structure, the 5th Shear connection structure or the 6th Shear connection structure;

Described 4th Shear connection structure comprises the second peg that the top flange steel plate that is fixed on Wavelike steel webplate (1) top and Duo Gen are all fixed on steel plate top, described top flange, and many described second pegs are all built in top flange plate (2); Described top flange steel plate is the horizontal steel plate laid along bottom wing listrium (3) length direction, and many described second pegs are all in vertically to laying and its length direction along bottom wing listrium (3) divides arrange to lay from front to back; Between described top flange steel plate with Wavelike steel webplate (1) and described second peg be connected with being all fixed with welding manner between the steel plate of top flange;

Described 5th Shear connection structure comprises the 3rd transverse connection (7) that multiple tracks is through Wavelike steel webplate (1) top, 3rd transverse connection (7) described in multiple tracks is all positioned in same level and it is all laid along the width of top flange plate (2), described in multiple tracks, the 3rd transverse connection (7) is laid from front to back along the length direction of top flange plate (2), and described Wavelike steel webplate (1) top correspondence has and multiplely supplies the third through-hole that described in multiple tracks, the 3rd transverse connection (7) passes respectively; Described in described Wavelike steel webplate (1) top and multiple tracks, the 3rd transverse connection (7) is all built in top flange plate (2); Described 3rd transverse connection (7) is PBL connector or reinforcing bar; Described in multiple tracks, the length of the 3rd transverse connection (7) is all identical with the width of top flange plate (2);

Described 6th Shear connection structure to comprise on multiple left side being all laid in Wavelike steel webplate (1) left side wall top shear plate (11-2) on shear plate (11-1) and multiple right side being all laid in Wavelike steel webplate (1) right side wall top, on multiple described left side, on shear plate (11-1) and multiple described right side, shear plate (11-2) is all laid from front to back along the length direction of top flange plate (2), on multiple described left side, on shear plate (11-1) and multiple described right side, shear plate (11-2) is all laid in same level, on multiple described left side on shear plate (11-1) and multiple described right side shear plate (11-2) in being laid staggeredly, on described Wavelike steel webplate (1) top, multiple described left side, on shear plate (11-1) and multiple described right side, shear plate (11-2) is all built in top flange plate (2),

On multiple described left side, shear plate (11-1) is all identical with size with the structure of shear plate (11-2) on multiple described right side and be square plate; On multiple described left side, the quantity of shear plate (11-1) is identical with the quantity of shear plate (10-1) under multiple described left side, on multiple described left side, shear plate (11-1) lays respectively at shear plate (10-1) top under multiple described left side, and on described left side, shear plate (11-1) is all identical with size with the structure of shear plate under left side (10-1); On multiple described right side, the quantity of shear plate (11-2) is identical with the quantity of shear plate under multiple described right side, on multiple described right side, shear plate (11-2) lays respectively under multiple described right side above shear plate, and on described right side, shear plate (11-2) is all identical with size with the structure of shear plate under described right side.

8., to the technique that corrugated steel web combined box beam is as claimed in claim 1 constructed, it is characterized in that this technique comprises the following steps:

Step one, prestress system and Wavelike steel webplate are laid and are installed: lay the described prestress system need constructed in bottom wing listrium (3), and install two described Wavelike steel webplates (1) in bottom wing listrium (3) top of need constructing;

When described middle part prestressed structure is described first prestressed structure, described bottom wing listrium (3) is formed by connecting by the first frange plate sections and the second frange plate sections, described first frange plate sections and described second frange plate sections are laid in same level and the width of the two is all identical with the width of bottom wing listrium (3), and the longitudinal length of described first frange plate sections is 0.6L ~ 0.7L; Described first frange plate sections is the front segment of bottom wing listrium (3) or the rear segment of bottom wing listrium (3); When described first frange plate sections is the front segment of bottom wing listrium (3), described second presstressed reinforcing steel (4-2) is first time tension reinforcing steel bar bundle, and described 3rd presstressed reinforcing steel (4-3) is second time tension reinforcing steel bar bundle; When described first frange plate sections is the rear segment of bottom wing listrium (3), described 3rd presstressed reinforcing steel (4-3) is first time tension reinforcing steel bar bundle, and described second presstressed reinforcing steel (4-2) is second time tension reinforcing steel bar bundle;

Step 2, bottom wing listrium are constructed: construct to bottom wing listrium (3), process is as follows:

In the middle part of step 201, bottom flange plate portion sections concreting and first time prestressed stretch-draw:

When described middle part prestressed structure is described first prestressed structure, pouring construction is carried out to the concrete in the middle part of described first frange plate sections, and to described in the multiple tracks laid in the middle part of described first frange plate sections first time tension reinforcing steel bar bundle synchronously carry out stretch-draw; After concreting in the middle part of described first frange plate sections completes, described in multiple tracks, the inner of second time tension reinforcing steel bar bundle is all embedded in described first frange plate sections; Wherein, during to described first time tension reinforcing steel bar Shu Jinhang stretch-draw in described first frange plate sections, one-end tension mode is adopted to carry out stretch-draw;

When described middle part prestressed structure is described second prestressed structure, first pouring construction is carried out to the concrete in the middle part of described intermediate section, and synchronously stretch-draw is carried out to the 5th presstressed reinforcing steel (4-5) described in the 4th presstressed reinforcing steel (4-4) described in the multiple tracks laid in the middle part of described intermediate section and multiple tracks; After concreting in the middle part of described intermediate section completes, the inner of described 4th presstressed reinforcing steel (4-4) and the inner of the 5th presstressed reinforcing steel (4-5) are all embedded in described intermediate section; Wherein, when carrying out stretch-draw to the 4th presstressed reinforcing steel (4-4) and the 5th presstressed reinforcing steel (4-5), one-end tension mode is all adopted to carry out stretch-draw;

Step 202, the remainder concreting of bottom wing listrium and second time prestressed stretch-draw:

When described middle part prestressed structure is described first prestressed structure, the concrete of bottom wing listrium (3) remainder is built, and synchronously stretch-draw is carried out to all first elongated presstressed reinforcing steels (4-1) in second time tension reinforcing steel bar bundle described in the multiple tracks in described second frange plate sections and two described sidepiece prestressed structures; Wherein, during to described second time tension reinforcing steel bar Shu Jinhang stretch-draw in described first frange plate sections, one-end tension mode is adopted to carry out stretch-draw; When carrying out stretch-draw to the first elongated presstressed reinforcing steel (4-1), the mode of the symmetrical simultaneous tension in two ends is adopted to carry out stretch-draw;

When described middle part prestressed structure is described second prestressed structure, the concrete of bottom wing listrium (3) remainder is built, and synchronously stretch-draw is carried out to all first elongated presstressed reinforcing steels (4-1) in two described sidepiece prestressed structures; Wherein, when carrying out stretch-draw to the first elongated presstressed reinforcing steel (4-1), the mode of the symmetrical simultaneous tension in two ends is adopted to carry out stretch-draw;

Before bottom wing listrium (3) being constructed in step 2, bottom wing listrium (3) is carried out in work progress or after bottom wing listrium (3) has been constructed, two described Wavelike steel webplates (1) construction top flange plate (2) of installation.

9. according to technique according to claim 8, it is characterized in that: top flange plate described in step one (2) is cast in place concrete plate, be fastenedly connected by upper shear connector between described Wavelike steel webplate (1) top and top flange plate (2); Carry out in casting process to the concrete of bottom wing listrium (3) remainder in step 202, synchronously pouring construction is carried out to described top flange plate (2); Before Wavelike steel webplate (1) being installed in step one, also in installed Wavelike steel webplate (1) bottom, described lower shear connector need be installed.

10. according to the technique described in claim 8 or 9, it is characterized in that: in step one when described first frange plate sections is the front segment of bottom wing listrium (3), the length of described first frange plate sections is not more than the length of the second the shortest presstressed reinforcing steel, and described second the shortest presstressed reinforcing steel is the shortest the second presstressed reinforcing steel (4-2) of length in the second presstressed reinforcing steel (4-2) described in multiple tracks; When described first frange plate sections is the rear segment of bottom wing listrium (3), the length of described first frange plate sections is not more than the length of the 3rd the shortest presstressed reinforcing steel, and described 3rd the shortest presstressed reinforcing steel is the shortest the 3rd presstressed reinforcing steel (4-3) of length in the 3rd presstressed reinforcing steel (4-3) described in multiple tracks;

When described middle part prestressed structure is described first prestressed structure, Wavelike steel webplate described in step one (1) is spliced by the first Wavelike steel webplate sections and the second Wavelike steel webplate sections, wherein said first Wavelike steel webplate sections is laid in above described first frange plate sections, and described second Wavelike steel webplate sections is laid in above described second frange plate sections; Described first Wavelike steel webplate sections and described second Wavelike steel webplate sections are spliced by multiple Wavelike steel webplate sections, and multiple described Wavelike steel webplate sections is laid from front to back along the length direction of bottom wing listrium (3); When Wavelike steel webplate (1) being installed in step one, first described first Wavelike steel webplate sections is installed; After first time described in step 201, tension reinforcing steel bar Shu Zhangla completed, and before carrying out the remainder concreting of bottom wing listrium and prestressed stretch-draw in step 202, described second Wavelike steel webplate sections is installed;

When described middle part prestressed structure is described second prestressed structure, Wavelike steel webplate described in step one (1) is made up of front side steel web sections, rear side steel web sections and the middle part steel web sections be connected between described front side steel web sections and described rear side steel web sections, and described middle part steel web sections is laid in above described intermediate section; Described front side steel web sections, described middle part steel web sections and described rear side steel web sections are laid from front to back along the length direction of bottom wing listrium (3); When Wavelike steel webplate (1) being installed in step one, first described middle part steel web sections is installed; After the 4th presstressed reinforcing steel (4-4) in intermediate section described in step 201 and the 5th presstressed reinforcing steel (4-5) stretch-draw complete, and before carrying out the remainder concreting of bottom wing listrium and prestressed stretch-draw in step 202, described front side steel web sections and described rear side steel web sections are installed respectively.