CN216947898U - Cast-in-place arch bridge full hall formula and striding formula sectional support juncture mound horn mouth transition structure - Google Patents
Cast-in-place arch bridge full hall formula and striding formula sectional support juncture mound horn mouth transition structure Download PDFInfo
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- CN216947898U CN216947898U CN202220261119.4U CN202220261119U CN216947898U CN 216947898 U CN216947898 U CN 216947898U CN 202220261119 U CN202220261119 U CN 202220261119U CN 216947898 U CN216947898 U CN 216947898U
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Abstract
The cast-in-place arch bridge full-hall type and straddle type combined support boundary pier bell mouth transition structure is characterized in that a rod piece support is arranged below an arch box, a rod piece steel frame consisting of a longitudinal steel beam and a transverse steel beam supports below the rod piece support, or a Bailey beam steel frame consisting of a Bailey support and a transverse steel beam supports below the rod piece support, the steel frame is supported by the upper end face of a temporary pier stud, and the lower part of the temporary pier stud is anchored on underwater bedrock; at the joint of the rod support and the Bailey support, a bearing platform at the upper end part of the temporary pier stud is in a horn shape, one side of the bearing platform bears a rod steel frame, the other side of the bearing platform is inserted into a steel pipe upright post, and the upper end face of the steel pipe upright post bears a Bailey beam steel frame. The utility model is applied to the construction process of the arch bridge support, can solve the current situation that a plurality of temporary piers are used at the joint of the common rod support and the Bailey support, and has the advantages of stable structure and small influence on the topography of a riverbed.
Description
Technical Field
The utility model relates to the technical field of bridge construction, in particular to a cast-in-place arch bridge full-hall type and straddle type combined support frame boundary pier bell mouth transition structure.
Background
In recent years, the construction of highway infrastructure in China is rapidly developed, and river-crossing bridges are increasingly increased. The arch bridge is an important form, the arch is used as a main bearing component of the structure in a vertical plane, vertical load is transferred to an arch abutment through the bent arch, the span is large, a large amount of building materials are saved, a bridge pier can not be arranged in a river surface of the single-span arch bridge, and the load of the bridge is borne through the arch bridge, so that the purposes of flood discharge below the bridge and navigation below the bridge are met.
When the arch bridge is constructed, the full framing method is often used for construction, a pouring template of the bridge arch is supported by a lower bracket, the bracket is erected on the upper end surface of a temporary pier stud, and the lower part of the temporary pier stud is inserted into and anchored in bedrock below the water surface to provide enough supporting force for the full framing above. During the construction of the support, a ship still needs to pass through a navigation hole below the arch bridge, the support is designed into a plurality of step shapes with different heights according to the radian of the arch bridge, and the height of the top surface of the temporary pier column at the joint of each step shape needs to be matched with the height of the support. Because the navigation hole span is big, it is preferred that the large-span position adopts the bailey roof beam in the support, and the bailey roof beam has strong support ability, and rigidity is high, construction convenience's advantage, can improve the progress of construction, reduces the work load that the support was built.
In the conventional construction method, the design of the temporary pier column of the arch bridge has the following defects: 1. if the temporary pier is designed to be shallow in rock-socketed, the freedom degree of the pier column is high, and the method of overlapping the pier column from bottom to top for multiple times is unfavorable for the good axial stress of the pier column (the conventional method of overlapping the reinforced concrete cylindrical pier and the steel pipe concrete column is adopted), and is also unfavorable for the anti-inclination stability of the temporary pier in the main arch loading process. 2. Because a plurality of I-shaped steel beams need to be arranged on the upper end surface of the temporary pier stud, the requirement on bearing width is sufficient; if will satisfy the position of placing of a plurality of supports in member support and bailey support linking department, then need set up a plurality of interim pier studs or add and establish fixed connection structure, and need large-scale mechanical equipment to be under construction in the river course when inserting interim pier studs, it is great to river course, river bank topography disturbance influence.
Disclosure of Invention
The utility model aims to provide a cast-in-place arch bridge full space type and straddle type combined support frame junction pier bell mouth transition structure, which is applied to the arch bridge support frame construction process, can solve the current situation that a large number of temporary pier studs are used at the joint of a common rod piece support frame and a Bailey support frame, and has the advantages of stable structure and small influence on the riverbed topography.
The technical scheme adopted for realizing the utility model is as follows:
the cast-in-place arch bridge full-hall type and straddle type combined support boundary pier bell mouth transition structure is characterized in that a rod piece support is arranged below an arch box, a rod piece steel frame consisting of a longitudinal steel beam and a transverse steel beam supports below the rod piece support, or a Bailey beam steel frame consisting of a Bailey support and a transverse steel beam supports below the rod piece support, the steel frame is supported by the upper end face of a temporary pier stud, and the lower part of the temporary pier stud is anchored on underwater bedrock; at the joint of the rod support and the Bailey support, a bearing platform at the upper end part of the temporary pier stud is in a horn shape, one side of the bearing platform bears a rod steel frame, the other side of the bearing platform is inserted into a steel pipe upright post, and the upper end face of the steel pipe upright post bears a Bailey beam steel frame.
The bearing platform is inserted into the concrete of the steel pipe upright post, and a plurality of layers of reinforcing mesh are arranged. The reinforcing mesh has the function that the reinforcing mesh can enhance the strength of the insertion end of the steel tube upright post and the concrete bearing platform because the steel tube upright post bears huge stress from above, and the stability of the whole support above the steel tube upright post is prevented from being influenced due to cracking and failure of concrete at the insertion end of the bearing platform.
And the steel pipe upright columns are connected with the adjacent steel pipe upright columns and the temporary pier columns by the aid of the cross braces. The function is as follows: in order to connect the whole row of steel pipe columns into a whole and to be linked with adjacent building components to enhance the stability of the steel pipe columns, the transverse cross braces play a role in transversely stabilizing the bridge piers and resisting transverse impact of ships and drifters. The corbel is pre-buried when interim pier stud is being pour, welds the otic placode on the corbel, and the bolted double pin channel-section steel constitutes the bridging structure on the otic placode.
Spiral stirrups are buried in the bearing platform, so that the bearing platform has a stronger holding effect on the embedded parts.
The cast-in-place arch bridge full-hall type and straddle type combined support frame boundary pier bell mouth transition structure comprises the following steps:
A. a plurality of temporary piers are driven into the underwater preset position, the upper end parts of the temporary piers at the joint of the rod support and the Bailey support are poured into a horn-shaped bearing platform, and holes for inserting steel pipe stand columns are reserved on the bearing platform;
B. building a rod support from an arch center of a river bank until the rod support reaches a joint position of the rod support and the Bailey support;
C. inserting steel pipe upright columns into reserved holes on the bearing platform, vertically pouring for the second time, and vibrating concrete;
D. installing a cross brace to connect the side surfaces of the adjacent steel pipe upright columns, and installing the cross brace to connect the steel pipe upright columns with the side surfaces of the adjacent temporary pier columns;
E. building a cross beam and a bailey bracket above the steel pipe upright post;
F. c, after crossing the center line of the arch bridge and passing through a ship channel, the support reaches the joint position of the rod support on the other side and the Bailey support, the same construction is carried out in the step C, and finally the support reaches the arch center on the other side of the river bank;
the utility model has the advantages that:
1. the utility model is applied to the arch bridge support construction engineering, the trumpet-shaped bearing platform is arranged on the upper end surface of the traditional temporary pier stud, the bearing platform can bear one ends of the rod piece support and the bailey support at the same time, and the temporary pier stud realizes the support function of a plurality of supports, thereby reducing the number of the temporary pier studs, reducing the increase of fixed connection structures and saving the construction cost.
2. The method changes the traditional method of overlapping the concrete pier column from bottom to top for multiple times, improves the good axial stress of the pier column, and improves the anti-inclination stability of the temporary pier in the main arch loading process.
3. The combination of the temporary pier stud horn-shaped bearing platform, the rod piece support and the bailey support forms the realization of a large-span navigation hole structure in the middle of the bridge, avoids the situation that the conventional full-hall support method is used for inserting the temporary pier stud in the center of a river channel by large-scale equipment, avoids construction disturbance on the central topography of the river channel, reduces the construction amount, and more importantly, completely retains the original shape of the river channel topography, and is more important in the application of national border-crossing bridges.
4. The steel tube column support has the advantages of difficult cracking of the insertion end of the steel tube column, stable structure and high rigidity, and can well support the upper support and the template.
5. The utility model can be applied to arch bridge structures, can expand the application range to other beam bridges with variable cross sections and variable heights and various shapes, such as double-arch beam bridges, special-shaped beam bridges and the like, and has very wide application range.
Drawings
FIG. 1 is a front view of the present invention;
FIG. 2 is an enlarged view of section I of FIG. 1;
FIG. 3 is a schematic view of the cross-sectional structure A-A in FIG. 1;
FIG. 4 is a schematic structural view of section B-B in FIG. 1;
the number designations in the figures are: 1-arch box, 2-rod support, 3-bailey support, 4-longitudinal steel beam, 5-transverse steel beam, 6-steel tube upright post, 7-temporary pier stud, 71-bearing platform, 72-reinforcing mesh and 8-cross brace.
Detailed Description
Example 1
The horn mouth transition structure of the boundary pier of the full-space type and straddle type combined support of the cast-in-place arch bridge, the member support 2 is under the arch box 1, the member steel frame formed by longitudinal steel beam 4 and horizontal steel beam 5 is supported under the member support 2, or the bailey beam steel frame formed by bailey support 3 and horizontal steel beam 5 is supported, the said steel frame is supported by the upper end of the temporary pier stud 7, the inferior part of the temporary pier stud 7 is anchored on the bed rock of water bottom; at the joint of the rod support 2 and the Bailey support 3, a bearing platform 71 at the upper end part of the temporary pier stud 7 is in a horn shape, one side of the bearing platform 71 bears a rod steel frame, the other side of the bearing platform is inserted into the steel tube upright 6, and the upper end surface of the steel tube upright 6 bears a Bailey beam steel frame;
the concrete of the bearing platform 7 adopts a high-grade C40;
the bearing platform 71 is inserted into the concrete of the steel pipe upright 6, and a plurality of layers of reinforcing mesh 72 are arranged;
the steel pipe upright columns 6 are connected with the adjacent steel pipe upright columns 6 and the temporary pier columns 7 through the cross braces 8;
spiral stirrups are embedded in the bearing platform 71.
The application example is as follows:
the method is applied to the construction of the arch bridge of the cross-border river, and the lowest part of the middle terrain of the river is the boundary between two countries. One side of China is constructed by middle enterprises to construct cross-border bridges, and one side of the adjacent country is responsible for constructing bridges by the adjacent country. In order to maintain the integrity of China's territory in every inch, the lowest national boundary line of the river middle topography needs to be kept unchanged, and the construction equipment needs to be completely prevented from changing the river middle topography, so that the temporary pier stud of the arch bridge in the same place needs to be inserted far away from the river middle area and is only limited to construction operation near the river bank. Therefore, the applicant utilizes the technology of the utility model to realize a large-span non-interference transition structure, thereby not only realizing safe and rapid construction, but also completely avoiding the change of natural environment of the border line and maintaining the integrity of the territory.
Claims (4)
1. Cast-in-place arched bridge full hall formula and straddle type sectional shelf boundary mound horn mouth transition structure, its characterized in that: a rod support (2) is arranged below the arch box (1), a rod steel frame consisting of a longitudinal steel beam (4) and a transverse steel beam (5) is supported below the rod support (2), or a Bailey beam steel frame consisting of a Bailey support (3) and a transverse steel beam (5) is supported below the rod support (2), the steel frame is supported by the upper end face of a temporary pier stud (7), and the lower part of the temporary pier stud (7) is anchored on an underwater bedrock; at the joint of the rod support (2) and the Bailey support (3), a bearing platform (71) at the upper end part of the temporary pier stud (7) is horn-shaped, one side of the bearing platform (71) bears a rod steel frame, the other side of the bearing platform is inserted into a steel tube upright post (6), and the upper end surface of the steel tube upright post (6) bears a Bailey beam steel frame.
2. The cast-in-place arch bridge full-hall type and straddle type combined bracket interface pier bell mouth transition structure as claimed in claim 1, wherein: the bearing platform (71) is inserted into the concrete of the steel pipe upright post (6) and is provided with a plurality of layers of reinforcing mesh (72).
3. The cast-in-place arch bridge full-hall type and straddle type combined bracket interface pier bell mouth transition structure as claimed in claim 1, wherein: and the steel pipe upright columns (6) are connected with the adjacent steel pipe upright columns (6) and the temporary pier columns (7) through the cross braces (8).
4. The cast-in-place arch bridge full-hall type and straddle type combined bracket interface pier bell mouth transition structure as claimed in claim 1, wherein: spiral stirrups are buried in the bearing platform (71).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220261119.4U CN216947898U (en) | 2022-02-09 | 2022-02-09 | Cast-in-place arch bridge full hall formula and striding formula sectional support juncture mound horn mouth transition structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220261119.4U CN216947898U (en) | 2022-02-09 | 2022-02-09 | Cast-in-place arch bridge full hall formula and striding formula sectional support juncture mound horn mouth transition structure |
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| Publication Number | Publication Date |
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| CN216947898U true CN216947898U (en) | 2022-07-12 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202220261119.4U Active CN216947898U (en) | 2022-02-09 | 2022-02-09 | Cast-in-place arch bridge full hall formula and striding formula sectional support juncture mound horn mouth transition structure |
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| CN (1) | CN216947898U (en) |
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