CN112695646A - Triangular area construction method of open-web rigid frame bridge - Google Patents
Triangular area construction method of open-web rigid frame bridge Download PDFInfo
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Abstract
The application relates to the technical field of construction of an open-web rigid frame bridge, and discloses a triangular area construction method of the open-web rigid frame bridge, which comprises the following steps: mounting a lower chord initial section support at the top of the concrete pier column, pouring a No. 0 lower chord section, and removing the lower chord initial section support after the No. 0 lower chord section reaches self-stabilizing strength; sequentially and symmetrically pouring lower chord sections to two sides, and simultaneously adding a concrete pier stud on the upper surface of the No. 0 lower chord section; heightening the concrete pier column to a designed height, installing an upper chord initial section support at the top of the concrete pier column, pouring the No. 0 upper chord section, and removing the upper chord initial section support after the No. 0 upper chord section reaches self-stabilizing strength; symmetrically pouring upper chord sections towards two sides in sequence; and when the nth lower chord section and the nth upper chord section are poured, the sections are folded to form a triangular area. According to the construction method for the triangular area, the upper chord and the lower chord are independently constructed separately and are not interfered with each other, the triangular area is simple in stress, the construction difficulty is small, and the construction efficiency is high.
Description
Technical Field
The application relates to the technical field of construction of an open-web rigid frame bridge, in particular to a triangular area construction method of the open-web rigid frame bridge.
Background
The economic applicable span of the prestressed concrete continuous rigid frame bridge is about 60-200 m, and when the span exceeds 200m, the defects of mid-span downwarping, beam body deformation, cracking and the like are easy to occur, so that the service life and the durability of the bridge are seriously influenced, and the spanning capability of the continuous rigid frame bridge is limited. The prestressed hollow continuous rigid frame bridge is a bridge which improves the defects of the traditional continuous rigid frame and improves the spanning capability, and is put into practical application in recent years. The prestressed hollow continuous rigid frame bridge adopts the upper and lower chord box girders to replace the traditional high web plate structure, thereby reducing the dead weight, improving the rigidity and reducing the mid-span and downwarp phenomena.
In the related technology, the traditional construction method of the prestressed hollow concrete continuous rigid frame bridge comprises the steps of adopting synchronous construction of an upper chord and a lower chord, pouring a lower chord initial section by using an upper chord hanging basket, and erecting a support on the lower chord section to support an upper chord box girder until the upper chord and the lower chord are closed. However, the traditional construction method of the prestressed concrete hollow continuous rigid frame bridge has the following defects:
after the construction of the initial lower chord section is finished, the construction of the subsequent lower chord section can be carried out only after the construction of the initial upper chord section is finished, and the waiting period of the lower chord construction is long; the upper chord section and the lower chord section are constructed by using the upper chord hanging basket, the process conversion is more, and the construction period is long; the support is erected on the lower chord section to support the upper chord section, the support engineering quantity is large, the mounting and dismounting are difficult, the construction period of a single section is prolonged, the problem of construction interference of the upper chord and the lower chord is solved, the construction period is prolonged, the stress of a triangular area is complex, and the construction control difficulty is large.
Disclosure of Invention
Aiming at the defects in the prior art, the purpose of the application is to provide the construction method for the triangular area of the open-web rigid frame bridge, the upper chord and the lower chord are independently and separately constructed and are not interfered with each other, the triangular area is simple in stress, the construction difficulty is small, and the construction efficiency is high.
In order to achieve the above object, the present application provides a method for constructing a triangular area of a hollow rigid frame bridge, wherein the triangular area is formed by enclosing a concrete pier stud, and an upper chord section and a lower chord section which are located at two sides of the concrete pier stud, the upper chord section and the lower chord section at each side of the concrete pier stud are n sections, and the method comprises the following steps:
installing a lower chord initial section support at the top of the concrete pier column, pouring a No. 0 lower chord section, and dismantling the lower chord initial section support after the No. 0 lower chord section reaches self-stabilizing strength;
sequentially and symmetrically pouring the lower chord sections towards two sides on the basis of the No. 0 lower chord section, and simultaneously adding a concrete pier column on the upper surface of the No. 0 lower chord section, wherein the adding speed of the concrete pier column is greater than the pouring speed of the lower chord sections at two sides;
heightening a concrete pier column to a designed height, installing an upper chord initial section support at the top of the concrete pier column, pouring a No. 0 upper chord section, and removing the upper chord initial section support after the No. 0 upper chord section reaches self-stabilizing strength;
symmetrically pouring upper chord sections from the No. 0 upper chord section to two sides in sequence; and when the nth lower chord section and the nth upper chord section are poured, the sections are folded to form a triangular area.
In some embodiments, symmetrically casting the lower chord section from the No. 0 lower chord section to two sides in sequence comprises:
two bearing platforms are symmetrically installed on two sides of the No. 0 lower chord section, the No. 1 lower chord section and the No. 2 lower chord section are sequentially poured on each bearing platform, and after the No. 1 lower chord section and the No. 2 lower chord section reach self-stabilizing strength, the bearing platforms are dismantled;
and (3) installing a lower-chord triangular hanging basket on the No. 1 lower-chord section and the No. 2 lower-chord section on each side of the concrete pier stud, outwards casting the other lower-chord sections section by each lower-chord triangular hanging basket, and removing the lower-chord triangular hanging baskets after casting all the lower-chord sections.
In some embodiments, the number i lower chord sections on two sides of the concrete pier column are respectively XiSegment and Xi' segment; wherein i is more than or equal to 1 and less than or equal to n; the lower chordThe triangular hanging basket comprises a main truss, a hanging assembly, a walking assembly, an inner mold assembly, an outer mold assembly and a rear anchor assembly;
every lower chord triangle string basket outwards pours all the other lower chord sections section by section in proper order, contains:
the walking assembly drives the main truss to enable one half of the main truss to be placed in the X which is poured and formed and achieves self-stability strengthi-1Or Xi-1' segmental, aft anchor assembly secures the main truss to the Xi-1Or Xi-1' segment, the other half of the primary truss from Xi-1Or Xi-1' segments project outwardly;
the inner and outer die assemblies are fixed on the extending part of the main truss through the hanging assembly, the inner and outer die assemblies are adjusted to set positions, the inner and outer die assemblies are adjusted to be in a pouring state, and X is pourediOr Xi' segment;
wait for XiOr XiThe segments reach the design strength, the inner and outer die assemblies are adjusted to be in a running state, the running assemblies drive the main truss to move outwards, and X is pouredi+1Or Xi+1’。
In some embodiments, at pour XiAnd XiWhen segmented, treat XiAnd XiAfter the segmental concrete reaches the designed strength, the heightened part of the concrete pier column is used as a support, a temporary buckling rope is installed, and a prestressed steel bundle is tensioned.
In some embodiments, symmetrically casting the upper chord section towards two sides in sequence based on the upper chord section No. 0 comprises:
two upper chord rhombic hanging baskets are symmetrically installed on two sides of the No. 0 upper chord section, and the No. 1 upper chord section to the No. n upper chord section are poured outwards section by each upper chord rhombic hanging basket.
In some embodiments, the number i upper chord sections on both sides of the concrete pier column comprise SiSegment and Si' segment; wherein i is more than or equal to 1 and less than or equal to n; the upper chord rhombic hanging basket comprises a main truss, an upper chord bottom template, a hanging assembly, a walking assembly, an anchoring part and a template assembly;
pour No. 1 last quarter section to No. n last quarter section by section in proper order with last quarter rhombus string basket, include:
the walking assembly drives the main truss to enable one half of the main truss to be placed in the S which is poured and formed and achieves self-stability strengthi-1Or Si-1' segment on segment, anchor fixes the main truss to Si-1Or Si-1' segment, the other half of the master truss, the slave Si-1Or Si-1' segments project outwardly;
the template assembly is fixed below the extending part of the main truss through the hanging assembly, the template assembly is adjusted to a set position, the template assembly is adjusted to a castable state, and S is pourediOr Si' segment;
wait for SiOr SiThe segments reach the design strength, the template assembly is adjusted to be in a running state, the running assembly drives the main truss to move outwards, and S is pouredi+1Or Si+1’。
In some embodiments, symmetrically casting the upper chord section towards two sides in sequence based on the upper chord section No. 0 further comprises:
building a temporary buckle tower above the No. 0 upper chord section;
pouring SiAnd SiWhen segment is present, when SiAnd SiAfter the concrete strength of the segment reaches the design strength, the temporary buckling tower is used as a support, and the concrete is supported at SiAnd Si' segment installation temporary guy wires and tensioning prestressed steel bundles.
In some embodiments, the support platform comprises a support beam and a support beam, one side of the support beam and the support beam is fixed on the side surface of the concrete pier stud, and the other side of the support beam is fixed on the lower surface of the support beam.
In some embodiments, the lower chord section is cast at least to No. 6 lower chord section when the concrete pier stud is raised to a design height; then, synchronously constructing the upper chord section and the lower chord section, constructing the lower chord section to the No. n-1 lower chord section, and stopping for waiting; and (4) constructing the nth-1 upper chord section to the nth lower chord section and the nth upper chord section, and folding.
In some embodiments, the concrete pier is constructed section by section using a creeping formwork or a slip form.
The beneficial effect that technical scheme that this application provided brought includes:
according to the construction method of the triangular area of the hollow rigid frame bridge, the triangular area is formed by enclosing concrete pier columns and n sections of upper chord sections and n sections of lower chord sections which are symmetrically arranged on two sides of the concrete pier columns; according to the construction method of the triangular area, the No. 0 lower chord section is constructed firstly, and then the lower chord sections are symmetrically cast on two sides of the No. 0 lower chord section in sequence; simultaneously, heightening a concrete pier column on the upper surface of the No. 0 lower chord section, pouring the No. 0 upper chord section on the top of the concrete pier column, and sequentially and symmetrically pouring the upper chord sections towards two sides on the basis of the No. 0 upper chord section; the construction method of the triangular area is characterized in that the construction of the lower chord section of the triangular area and the construction of the upper chord section of the triangular area are independently separated and do not interfere with each other, the stress is simple, the construction period is greatly shortened, and the construction difficulty is reduced.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic construction diagram of a No. 0 lower chord section provided in an embodiment of the present application;
FIG. 2 is a schematic construction view of a support platform according to an embodiment of the present disclosure;
FIG. 3 is a construction schematic diagram of No. 1 lower chord section and No. 2 lower chord section provided by the embodiment of the application;
FIG. 4 is a schematic construction view of a No. 3 lower chord section provided by an embodiment of the present application;
FIG. 5 is a schematic construction diagram of a lower chord section and concrete pier column heightening provided by the embodiment of the application;
FIG. 6 is a construction schematic view of No. 1 upper chord section provided by the embodiment of the application;
FIG. 7 is a schematic construction diagram of a temporary buckling tower according to an embodiment of the present application
FIG. 8 is a schematic construction view of an upper chord section provided by an embodiment of the present application;
FIG. 9 is a schematic construction diagram of triangular region folding according to an embodiment of the present disclosure;
reference numerals: 1. a lower chord initial section support; 2. a supporting platform; 3. a lower chord triangle hanging basket; 4. an upper chord initial section support; 5. an upper chord diamond hanging basket; 6. temporarily buckling the tower; 10. concrete pier studs; 11. no. 0 lower chord segment; 12. number 0 upper chord segment; 21. a support beam; 22. and supporting the beam.
Detailed Description
The technical solutions of the present application will be clearly and completely described below with reference to specific embodiments. It should be apparent that the described embodiments are only some of the embodiments of the present application, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments of the present application without inventive step, are within the scope of the present application.
The application discloses an embodiment of a construction method for a triangular area of a hollow rigid frame bridge, wherein the triangular area is formed by enclosing a concrete pier column 10, an upper chord section and a lower chord section which are positioned on two sides of the concrete pier column 10. The upper chord section and the lower chord section on each side of the concrete pier stud 10 are n sections, and the method comprises the following steps:
as shown in fig. 1, a lower chord initial section support 1 is installed at the top of a concrete pier stud 10, a No. 0 lower chord section 11 is poured, and after the No. 0 lower chord section 11 reaches self-stabilizing strength, the lower chord initial section support 1 is removed.
Sequentially and symmetrically pouring the lower chord sections from two sides on the basis of the No. 0 lower chord section 11; meanwhile, the upper surface of the No. 0 lower chord section 11 is heightened by the concrete pier column 10, and the heightening speed of the concrete pier column 10 is greater than the pouring speed of the lower chord sections on the two sides.
The concrete pier stud 10 is heightened to the designed height, the upper chord initial section support 4 is installed on the top of the concrete pier stud, the No. 0 upper chord section 12 is poured, and after the No. 0 upper chord section 12 reaches the self-stabilizing strength, the upper chord initial section support 4 is detached.
Sequentially and symmetrically pouring the upper chord sections from two sides on the basis of the No. 0 upper chord section 12; and when the nth lower chord section and the nth upper chord section are poured, the sections are folded to form a triangular area.
According to the construction method for the triangular area, the upper chord section and the lower chord section are independently and separately constructed, the upper chord section is not dependent on the lower chord section during construction, the lower chord section is not dependent on the upper chord section during construction, the lower chord section and the upper chord section are firstly constructed to the (n-1) th lower chord section, mutual interference is avoided, parallel construction can be achieved, and the construction period is greatly shortened.
As shown in fig. 2, 3 and 4, in one embodiment, symmetrically casting the lower chord section from the 0 th lower chord section 11 to two sides in sequence comprises:
two bearing platforms 2 are symmetrically installed on two sides of the No. 0 lower chord section 11, the No. 1 lower chord section and the No. 2 lower chord section are sequentially poured on each bearing platform 2, and after the No. 1 lower chord section and the No. 2 lower chord section reach self-stability strength, the bearing platforms 2 are detached.
On the No. 1 lower chord section and the No. 2 lower chord section on each side of the concrete pier stud 10, a lower chord triangular hanging basket 3 is installed by taking the No. 1 lower chord section and the No. 2 lower chord section as supports, the rest lower chord sections are poured into each lower chord triangular hanging basket 3 section by section outwards, and the lower chord triangular hanging baskets 3 are removed after all the lower chord sections are poured.
As shown in fig. 5, 6, 7, 8 and 9, the number i lower chord sections on both sides of the concrete pier stud 10 are XiSegment and Xi' segment; wherein i is more than or equal to 1 and less than or equal to n; the lower chord triangular hanging basket 3 comprises a main truss, a hanging assembly, a walking assembly, an inner mold assembly, an outer mold assembly and a rear anchor assembly;
utilize every lower chord triangle to hang basket 3 outwards to pour other lower chord sections section by section in proper order, contain:
the walking assembly drives the main truss to enable one half of the main truss to be placed in the X which is poured and formed and achieves self-stability strengthi-1Or Xi-1' segmental, aft anchor assembly secures the main truss to the Xi-1Or Xi-1' segment, the other half of the primary truss from Xi-1Or Xi-1The' segments are extended outwardly so that the other half of the primary truss is in a suspended state.
The inner and outer modules are fixed on the extending part of the main truss through the hanging module, the inner and outer modules are adjusted to a set position, and the inner and outer modules are adjusted to a pouring state (namely, an opening is arranged at the top part to be in an X shapei-1Or Xi-1' side forms, other closed forms) and pouring XiOr Xi' segment.
Wait for XiOr XiThe segments reach the design strength, the inner and outer die assemblies are adjusted to be in a running state (namely the inner and outer die assemblies and the segment beams are loosened), the running assemblies drive the main truss to move outwards, and X is pouredi+1Or Xi+1', repeating the above steps until Xn-1Or Xn-1' segment casting and forming.
In one embodiment, at pour XiAnd XiWhen segmented, treat XiAnd XiAfter the concrete of the segment reaches the designed strength, the heightened part of the concrete pier column 10 is used as a support, a temporary buckling rope is installed, and a prestressed steel bundle is tensioned. Preferably, the same prestressed steel strand passes through the concrete pier stud 10, and the two ends of the same prestressed steel strand are respectively fixed with the XiAnd Xi' segment. The prestressed steel bundles can enable the structure of the lower chord section to be more stable, and the lower chord section is prevented from being downwarped.
As shown in fig. 6, in one embodiment, the upper chord sections are symmetrically cast in sequence from 0 # upper chord section 12 to two sides, which includes:
two upper chord rhombic hanging baskets 5 are symmetrically arranged on two sides of the No. 0 upper chord section 12, and the No. 1 upper chord section to the No. n upper chord section are poured outwards one by each upper chord rhombic hanging basket 5.
In one embodiment, when the lower chord section is constructed to the No. 6 lower chord section, the concrete pier stud 10 is heightened to the design height, in the subsequent construction process, the lower chord section at least leads the upper chord section by 6 sections, the lower chord section is firstly constructed to the No. n-1 lower chord section, and then the upper chord section is constructed to the No. n-1 upper chord section in an overtaking mode.
Specifically, the number i upper chord sections on both sides of the concrete pier stud 10 contain SiSegment and Si' segment; wherein i is more than or equal to 1 and less than or equal to n; the upper chord rhombic hanging basket 5 is similar to the lower chord triangular hanging basket 3 in structure, and the upper chord rhombic hanging basket 5 comprises a main truss, an upper chord bottom template, a hanging assembly, a walking assembly, an anchoring piece and a template assembly.
As shown in fig. 6, 7, 8 and 9, further, casting the upper chord section No. 1 to the upper chord section No. n section one by one in sequence by using the upper chord rhombic hanging baskets 5, including:
the walking assembly drives the main truss to enable one half of the main truss to be placed in the S which is poured and formed and achieves self-stability strengthi-1Or Si-1' segment on segment, anchor fixes the main truss to Si-1Or Si-1' segment, the other half of the master truss, the slave Si-1Or Si-1' segments project outwardly;
the template assembly is fixed below the extending part of the main truss through the hanging assembly, the template assembly is adjusted to a set position, the template assembly is adjusted to a castable state, and S is pourediOr Si' segment;
wait for SiOr SiThe segments reach the design strength, the template assembly is adjusted to be in a running state, the running assembly drives the main truss to move outwards, and S is pouredi+1Or Si+1’。
In one embodiment, the upper chord section is symmetrically cast in sequence from 0 # upper chord section 12 to two sides, which further comprises:
a temporary buckle tower 6 is built above the No. 0 upper chord section 12;
pouring SiAnd SiWhen segment is present, when SiAnd SiAfter the concrete strength of the segment reaches the design strength, the temporary buckling tower 6 is used as a support, and the concrete is supported at SiAnd Si' segment installation temporary guy wires and tensioning prestressed steel bundles. The prestressed steel bundles can enable the structure of the lower chord section to be more stable, and the lower chord section is prevented from being downwarped.
In one embodiment, the support platform 2 comprises a support beam 21 and a support beam 22, one side of the support beam 21 and the support beam 22 is fixed to the side of the concrete pier 10, and the other side of the support beam 22 is fixed to the lower surface of the support beam 21. The structure of the bearing platform 2 can provide stable support for No. 1 lower chord section and No. 2 lower chord section, so that a foundation is provided for the installation of the lower chord triangular cradle 3.
In one embodiment, when the concrete pier stud 10 is raised to the design height, the lower chord section is cast at least to the No. 6 lower chord section; then, synchronously constructing the upper chord section and the lower chord section, constructing the lower chord section to the No. n-1 lower chord section, and stopping for waiting; and (4) constructing the nth-1 upper chord section to the nth lower chord section and the nth upper chord section, and folding.
In one embodiment, concrete pier 10 is constructed section by section using a creeping formwork or slip form.
In one embodiment, folding at nth lower chord section and nth upper chord section comprises:
removing an upper chord bottom template of the template assembly of the upper chord rhombic hanging basket 5;
connecting the template component of the upper chord rhombic hanging basket 5 and the inner and outer template components of the lower chord triangular hanging basket 3 into an integral template component;
and (3) integrally pouring the nth lower chord section and the nth upper chord section from the upper chord rhombic hanging basket 5, and dismantling the sections until the self-stabilizing strength is achieved.
According to the construction method of the triangular area, the support 1 of the initial lower chord section is built first, the lower chord section No. 0 is cast and formed to be the segment 11, the bearing platforms 2 are built on two sides of the segment 11 of the lower chord of No. 0, and the segment 1 and the segment 2 are cast and formed on the bearing platforms 2. And then, taking the No. 1 lower chord section and the No. 2 lower chord section as a basis, installing a lower chord triangular hanging basket, simultaneously heightening a concrete pier column on the upper surface of the No. 0 lower chord section, pouring the No. 0 upper chord section on the top of the concrete pier column, and sequentially and symmetrically pouring the upper chord sections towards two sides by taking the No. 0 upper chord section as a basis. In the pouring process, the upper chord section and the lower chord section are guaranteed not to conflict, the lower chord section at least leads the upper chord section by 6 sections, and meanwhile, in order to guarantee the structure to be stable, prestress tensioning is adopted for reinforcement in the construction process. The construction method of the triangular area is characterized in that the construction of the lower chord stage of the triangular area and the construction of the upper chord section of the triangular area are independently separated and constructed in parallel, the construction method is not interfered with each other, the stress is simple, the construction period is greatly shortened, and the construction difficulty is reduced.
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
It is noted that, in the present application, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. The utility model provides a triangle district construction method of formula of borduring rigid frame bridge, the triangle district is enclosed by concrete pier stud (10) to be located the last quarter segment and the lower chord segment of concrete pier stud (10) both sides and closes and form, and the last quarter segment and the lower chord segment of each side of concrete pier stud (10) are n sections, its characterized in that contains the step:
installing a lower chord initial section support (1) at the top of a concrete pier stud (10), pouring a No. 0 lower chord section (11), and dismantling the lower chord initial section support (1) after the No. 0 lower chord section (11) reaches self-stabilizing strength;
sequentially and symmetrically pouring the lower chord sections to two sides on the basis of the No. 0 lower chord section (11), and simultaneously adding a concrete pier stud (10) on the upper surface of the No. 0 lower chord section (11), wherein the adding speed of the concrete pier stud (10) is greater than the pouring speed of the lower chord sections on two sides;
heightening a concrete pier column (10) to a designed height, installing an upper chord initial section support (4) on the top of the concrete pier column, pouring a No. 0 upper chord section (12), and removing the upper chord initial section support (4) after the No. 0 upper chord section (12) reaches self-stabilizing strength;
sequentially and symmetrically pouring the upper chord sections to two sides on the basis of the No. 0 upper chord section (12); and when the nth lower chord section and the nth upper chord section are poured, the sections are folded to form a triangular area.
2. The method for constructing a triangular space of a hollow rigid frame bridge according to claim 1, wherein the lower chord sections are symmetrically cast in sequence from 0 th lower chord section (11) to both sides, and the method comprises the following steps:
two bearing platforms (2) are symmetrically installed on two sides of a No. 0 lower chord section (11), a No. 1 lower chord section and a No. 2 lower chord section are sequentially poured on each bearing platform (2), and after the No. 1 lower chord section and the No. 2 lower chord section reach self-stabilizing strength, the bearing platforms (2) are disassembled;
a lower chord triangular hanging basket (3) is installed on the No. 1 lower chord section and the No. 2 lower chord section on each side of the concrete pier column (10), the rest lower chord sections are poured into each lower chord triangular hanging basket (3) outwards section by section, and the lower chord triangular hanging baskets (3) are removed after pouring of all the lower chord sections.
3. The construction method of the triangular area of the open-web rigid frame bridge according to claim 2, wherein the No. i lower chord sections on two sides of the concrete pier column (10) are respectively XiSegment and Xi' segment; wherein i is more than or equal to 1 and less than or equal to n; the lower chord triangular hanging basket (3) comprises a main truss, a hanging assembly, a walking assembly, an inner and outer die assembly and a rear anchor assembly;
every lower chord triangle string basket (3) outwards pours all the other lower chord sections section by section in proper order, contains:
the walking assembly drives the main truss to enable one half of the main truss to be placed in the X which is poured and formed and achieves self-stability strengthi-1Or Xi-1' segmental, aft anchor assembly secures the main truss to the Xi-1Or Xi-1' segment, the other half of the primary truss from Xi-1Or Xi-1' segments project outwardly;
the inner and outer die assemblies are fixed on the extending part of the main truss through the hanging assembly, the inner and outer die assemblies are adjusted to set positions, the inner and outer die assemblies are adjusted to be in a pouring state, and X is pourediOr Xi' segment;
wait for XiOr XiThe segments reach the design strength, the inner and outer die assemblies are adjusted to be in a running state, the running assemblies drive the main truss to move outwards, and X is pouredi+1Or Xi+1’。
4. The method for constructing a triangular space of a hollow rigid frame bridge according to claim 3, wherein X is pourediAnd XiWhen segmented, treat XiAnd XiAfter the segmental concrete reaches the designed strength, the heightened part of the concrete pier column (10) is used as a support, a temporary buckling rope is installed, and a prestressed steel bundle is tensioned.
5. The method for constructing the triangular area of the open-web rigid frame bridge according to claim 1, wherein the upper chord sections are sequentially and symmetrically cast towards two sides on the basis of the upper chord section (12) No. 0, and the method comprises the following steps:
two upper chord rhombic hanging baskets (5) are symmetrically arranged on two sides of the No. 0 upper chord section (12), and the No. 1 upper chord section to the No. n upper chord section are poured outwards section by each upper chord rhombic hanging basket (5).
6. The method for constructing the triangular space of the open-web rigid frame bridge according to claim 5, wherein the number i upper chord sections on both sides of the concrete pier stud (10) comprise SiSegment and Si' segment; wherein i is more than or equal to 1 and less than or equal to n; the upper chord rhombic hanging basket (5) comprises a main truss, an upper chord bottom template, a hanging assembly, a walking assembly, an anchoring piece and a template assembly;
pour No. 1 last string section to No. n last string section one by one in proper order with last string rhombus string basket (5), include:
the walking assembly drives the main truss to enable one half of the main truss to be placed in the S which is poured and formed and achieves self-stability strengthi-1Or Si-1' segment on segment, anchor fixes the main truss to Si-1Or Si-1' segment, the other half of the master truss, the slave Si-1Or Si-1' segments project outwardly;
the template assembly is fixed below the extending part of the main truss through the hanging assembly, the template assembly is adjusted to a set position, the template assembly is adjusted to a castable state, and S is pourediOr Si' segment;
wait for SiOr SiThe segments reach the design strength, the template assembly is adjusted to be in a running state, the running assembly drives the main truss to move outwards, and S is pouredi+1Or Si+1’。
7. The method for constructing the triangular area of the open-web rigid frame bridge according to claim 6, wherein the upper chord sections are symmetrically cast in sequence from 0 th upper chord section (12) to both sides, and further comprising:
building a temporary buckling tower (6) above the No. 0 upper chord section (12);
pouring SiAnd SiWhen segment is present, when SiAnd SiAfter the concrete strength of the segment reaches the design strength, a temporary buckling tower (6) is used as a support, and the concrete is supported in SiAnd Si' segment installation temporary guy wires and tensioning prestressed steel bundles.
8. The method for constructing a triangular space of a hollow rigid frame bridge according to claim 2, wherein: bearing platform (2) contain bearing beam (21) and supporting beam (22), one side of bearing beam (21) and supporting beam (22) is fixed in the side of concrete pier column (10), the opposite side of supporting beam (22) is fixed in the lower surface of bearing beam (21).
9. The method for constructing a triangular space of a hollow rigid frame bridge according to claim 1, wherein: when the concrete pier stud (10) is heightened to the design height, the lower chord section is at least poured to No. 6 lower chord section; then, synchronously constructing the upper chord section and the lower chord section, constructing the lower chord section to the No. n-1 lower chord section, and stopping for waiting; and (4) constructing the nth-1 upper chord section to the nth lower chord section and the nth upper chord section, and folding.
10. The method for constructing a triangular space of a hollow rigid frame bridge according to claim 1, wherein: the concrete pier column (10) is constructed section by using creeping formwork or slip form.
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