CN109338896B - Construction method of broad-width concrete PK box girder support system - Google Patents
Construction method of broad-width concrete PK box girder support system Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
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- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
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Abstract
The invention provides a construction method of a broad-width concrete PK box girder support system, which comprises the following steps: s1, segmenting and numbering the concrete box girder by adopting a skip method, and determining the construction time and sequence of the segmentation of the box girder; s2, constructing a support system, and simultaneously constructing a cast-in-place support system and a tension support system in the support system; and S3, constructing the box girder segments according to the construction time and sequence of the box girders. The construction method of the broad width concrete PK box girder support system, which is disclosed by the invention, is a two-support system integrating two into one, and has the advantages of simple structure, clear stress and easiness in construction.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a construction method of a broad-width concrete PK box girder support system.
Background
With the rapid development of economy and society in China, infrastructure construction is changing day by day, bridge construction technology is continuously improved, various bridge forms are continuously generated, the construction methods of bridge superstructure are more and more diverse, and the requirements on appearance are higher and higher. As for a simply supported beam or a prestressed concrete continuous beam, as a support method of a traditional construction method, the equipment such as on-site prefabrication, hoisting and the like is not needed, the integral rigidity and strength of the beam are improved by cast-in-place, the integral quality of the beam can be fully ensured, and the method is still the most commonly used construction method in the side span construction of a large-span cable-stayed bridge or the construction of other continuous beam bridges.
The method of the side span construction bracket of the cable-stayed bridge is as follows: the cast-in-place support adopts a form of a small steel pipe buttress support, the supports between adjacent buttresses are designed into a relatively independent and detachable unit, the longitudinal distance between the buttresses is generally not more than 2 times of cable distance, the longitudinal position of the buttresses is aligned with the diaphragm plate, and the transverse position of the buttresses is arranged in a longitudinal web plate or a solid concrete area as much as possible; when a cast-in-place support is erected, a tensioning support system is erected, a large steel pipe buttress support form is adopted, a large steel pipe buttress is arranged at the lower edge of a box girder web, and the span of the large steel pipe buttress support can be increased in consideration of the fact that the large steel pipe buttress support and the cast-in-place support are arranged separately.
This stent solution has the following drawbacks: 1. two sets of bracket systems are required to be arranged, and the box girder cast-in-place bracket system and the tensioning system are separated, so that the material consumption is increased, and the cost is increased; 2. in the process of arranging the two support systems, the two support systems have cross collision and are mutually influenced by considering the requirement of structural stress, so that the construction difficulty is increased; 3. the two sets of support systems are carried out in different construction periods, and the erection and the removal of the supports can influence the construction progress; 4. corresponding super wide case roof beam, after the concrete case roof beam transversely prestressing force is stretched and is drawn, itself because external factors in the work progress, for example temperature influence, raw and other materials influence, shrink influence, construction level etc. produce corresponding crack, because buttress is more, the buttress is more to contacting position with concrete, and the position of producing the crack is just more just also more.
Disclosure of Invention
In view of the above, the invention aims to provide a construction method of a broad-width concrete PK box girder support system, so as to solve the problems that the existing support of the PK box girder adopts two support systems, and the cast-in-place support system and the tensioning system of the box girder are separated, so that the material consumption is increased, the cost is increased, the construction is slow, and the construction difficulty is large.
In order to achieve the purpose, the technical scheme of the invention is realized as follows:
a construction method of a broad-width concrete PK box girder support system comprises the following steps:
s1, segmenting and numbering the concrete box girder by adopting a skip method, and determining the construction time and sequence of the segmentation of the box girder;
s2, constructing a support system, and simultaneously constructing a cast-in-place support system and a tension support system in the support system;
and S3, constructing the box girder segments according to the construction time and sequence of the box girders.
Further, in the step S2, the horizontal bridge direction of the support system is frame-type, and the vertical bridge direction is truss-type;
the lower part of the bracket system is provided with a drilled pile, a buttress steel pipe pile is arranged above the drilled pile, a transverse bearing beam is arranged at the top of the buttress steel pipe pile, a longitudinal bearing beam is arranged above the transverse bearing beam, and a box beam is arranged above the longitudinal bearing beam.
Furthermore, the buttress steel pipe piles comprise three rows of thin steel pipe piles and four rows of thick steel pipe piles, one row of thin steel pipe piles are respectively installed on two sides in the transverse bridge direction, one row of thin steel pipe piles are installed in the middle of the buttress steel pipe piles, and two rows of thick steel pipe piles are respectively installed between the middle thin steel pipe piles and the steel pipe piles on the side surfaces of the buttress steel pipe piles.
Furthermore, four rows of thick steel pipe piles in the transverse bridge direction are divided into two groups by the middle thin steel pipe piles, a tie beam is arranged below the thick steel pipe piles in the same group, a drilled pile is arranged below the tie beam, each thick steel pipe pile is correspondingly provided with one drilled pile, and the thick steel pipe piles are arranged right above the drilled piles;
the tie beam is provided with an embedded part, and the thick steel pipe pile is welded and fixed with the embedded part.
Furthermore, a bored pile is arranged below each thin steel pipe pile, a bearing platform is arranged below the thin steel pipe piles adjacent to each other in the longitudinal bridge direction, the bearing platform is arranged at the top of the bored pile, embedded parts are arranged on the bearing platform, and the thin steel pipe piles and the embedded parts are welded and fixed.
Furthermore, adjacent buttress steel pipe piles are also transversely connected through a connecting system, and the connecting system is arranged at the position, close to the top, of the middle upper part of the buttress steel pipe pile.
Furthermore, a hole is formed in the middle upper part of the thick steel pipe pile close to the transverse bearing beam along the transverse bridge direction, a box girder structure with a stiffening plate is inserted to serve as a shoulder pole beam, and detachable supporting pieces are arranged between the part of the two ends of the shoulder pole beam, which are exposed out of the thick steel pipe pile, and the transverse bearing beam;
the top of the thick steel pipe pile penetrates through the transverse bearing beam and the bottom die to be propped against the lower bottom plate of the box girder, a stainless steel plate is arranged on the pile top and is in contact with the bottom plate of the box girder, and a tetrafluoroethylene plate is further arranged below the stainless steel plate;
and detachable supporting pieces are also arranged between the thin steel pipe piles and the transverse bearing beam.
Further, the cast-in-place support system comprises a part below a shoulder pole beam of three rows of thin steel pipe piles and four rows of thick steel pipe piles, a transverse bearing beam and a longitudinal bearing beam;
the tensioning support system comprises thick steel pipe piles above the shoulder pole beams of four rows of thick steel pipe piles and a connecting system.
Further, in the step S3, each box girder segment is constructed according to the section, the number and the time node of the box girder segment in the step S1 by a skip method, and the specific construction method is as follows:
s301, firstly pouring a beam section N19, and firstly pouring bottom plate concrete;
s302, symmetrically pouring a middle web plate and an inclined bottom plate in a layered manner;
s303, pouring flange concrete;
s304, finally, pouring roof concrete, and under the construction condition, bearing the load of the beam body and the construction load by a cast-in-place bracket system in the double-bracket system;
s305 and N19 beam sections are poured, covering, watering and curing are carried out, after certain strength is achieved, the internal mold and the side mold of the beam sections are disassembled, three-dimensional prestress tensioning is carried out, and the tensioning sequence is symmetrically tensioned from the outer side of the main beam to the center;
s306, immediately stretching the top plate, the bottom plate and the vertical prestressed tendons according to half of the anchor controlled stress after the N19 segmental concrete reaches a certain design strength, and stretching the top plate and the bottom plate to longitudinally prevent the cracking of steel bundles;
s306, after the design strength is completely achieved, residual transverse and vertical transverse diaphragm prestress is tensioned; under the construction working condition, a tension bracket system in the double-bracket system bears the load and deformation of the box girder after being tensioned.
Compared with the prior art, the construction method of the broad width concrete PK box girder support system has the following advantages that:
(1) the construction method of the broad width concrete PK box girder support system, which is disclosed by the invention, is a two-support system integrating two into one, and has the advantages of simple structure, clear stress and easiness in construction; the stress characteristics of the concrete box girder under two different working conditions of cast-in-place and prestressed tendon tensioning are considered, the construction states under the two working conditions are solved with less material consumption, the material is saved, the construction period is shortened, and the mutual interference caused by arranging two sets of bracket systems in the construction process is avoided.
(2) The construction method of the broad width concrete PK box girder support system provided by the invention is characterized in that the slotted carrying pole girder at the middle upper part of the steel pipe pile of the four large-specification buttresses is designed to be transversely slotted, but not longitudinally slotted, the length of the concrete beam section from the longitudinal bridge is not equal, if the longitudinal slotted is adopted, the steel pipe pile is eccentrically pressed due to different box girder weights in the pouring process of the concrete beam sections at two sides of the support, and the bracing system of the longitudinal bridge towards one side is in a tensioned state, so that the integral stress of the structure is not facilitated, and the slotted carrying pole girder is designed to be transversely slotted.
(3) According to the construction method of the broad-width concrete PK box girder support system, the stainless steel plates and the tetrafluoroethylene plates are arranged at the contact positions of the tops of the four large-size buttress steel pipe piles and the box girder bottom plate, so that the frictional resistance is reduced, the probability of cracking caused by the separated double-side box PK super-wide box girder in the process of stretching the transverse prestressed tendons is reduced, the number of the large-size steel pipe piles serving as the buttresses is reduced, and the positions where the cracks occur are reduced by adopting the support system combining two into one.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate an embodiment of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
FIG. 1 is a schematic sectional and numbered view of a concrete box girder segment according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of construction time nodes and a sequence of concrete box girder segments according to an embodiment of the present invention;
FIG. 3 is a schematic view of a cross-sectional frame support for box girder segment construction according to an embodiment of the present invention;
FIG. 4 is a schematic diagram of a box girder segment construction longitudinal section truss support according to an embodiment of the invention;
fig. 5 is a schematic view illustrating the support system being removed and the stay cable being tensioned according to the embodiment of the present invention.
Description of reference numerals:
1. a beam section; 101. an inner mold; 102. side mould; 2. a transverse spandrel girder; 3. a longitudinal load-bearing beam; 4. thin steel pipe piles; 5. thick steel pipe piles; 6. drilling a pile; 7. a shoulder pole beam; 8. a detachable support; 9. a linking system; 10. tying a beam; 11. a bearing platform.
Detailed Description
It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on those shown in the drawings, and are used only for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and thus, are not to be construed as limiting the present invention. Furthermore, the terms "first", "second", etc. are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first," "second," etc. may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless otherwise specified.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; 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 invention can be understood by those of ordinary skill in the art through specific situations.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
A construction method of a broad-width concrete PK box girder support system comprises the following steps:
s1, as shown in figure 1, a skip method is adopted to carry out section division and numbering on the concrete box girder, and the construction time and the sequence of the section division of the box girder are determined;
the concept of combining 'placing' and 'resisting' by a cabin jumping method is utilized, the stress of the concrete is released as far as possible in the early stage, the constraint stress caused by most of temperature deformation and shrinkage deformation in the early stage of the concrete is released at intervals by the cabin jumping, and the concrete cracks are prevented by utilizing the tensile capacity of the concrete in the later stage. And (3) performing subsection by span from side span to mid span by adopting a skip method to finish the construction of the concrete box girder section. And (3) segmenting and numbering the concrete box girder sections according to a cabin-jumping method, determining and sequencing time nodes of the segmented box girders, pouring the box girders, stretching transverse, longitudinal and vertical prestressed reinforcements, maintaining, controlling temperature and monitoring stress and the like.
S2, constructing a support system, and simultaneously constructing a cast-in-place support system and a tension support system in the support system;
the support system is composed of a cast-in-place support system and a tension support system, and is combined into an integral support system in a structural form of a frame type cross section and a truss type longitudinal section; after the support is weighted and the inelastic deformation is eliminated, the single beam section is cast in situ according to a skip method;
after the construction of a single beam section, tensioning prestressed concrete, wherein a bracket system is converted, and the stress of the bracket is converted from a bracket bearing a cast-in-place part to a bracket bearing a tensioning part; after a whole construction section is constructed and is subjected to transverse, longitudinal and vertical prestress tensioning, the weight of the box girder of the whole construction section is borne by a tensioning part of the support system;
and S3, constructing the box girder segments according to the construction time and sequence of the box girders.
In the step S2, the horizontal direction of the support frame system is frame-type (as shown in fig. 3), and the vertical direction of the support frame system is truss-type (as shown in fig. 4);
as shown in fig. 3 and 4, a bored pile 6 is arranged at the lower part of the bracket system, a buttress steel pipe pile is arranged above the bored pile 6, a transverse bearing beam 2 is arranged at the top of the buttress steel pipe pile, a longitudinal bearing beam 3 is arranged above the transverse bearing beam 2, and a box beam is arranged above the longitudinal bearing beam 3.
The buttress steel pipe piles comprise three rows of thin steel pipe piles 4 and four rows of thick steel pipe piles 5, one row of thin steel pipe piles 4 are respectively installed on two sides in the direction of the transverse bridge, one row of thin steel pipe piles 4 are installed in the middle of the buttress steel pipe piles, and two rows of thick steel pipe piles 5 are respectively installed between the middle thin steel pipe piles 4 and the steel pipe piles on the side surfaces of the buttress steel pipe piles.
Four rows of thick steel pipe piles 5 in the transverse bridge direction are divided into two groups by the middle thin steel pipe piles 4, a tie beam 10 is arranged below the thick steel pipe piles 5 in the same group, drilled piles 6 are arranged below the tie beam 10, each thick steel pipe pile 5 is correspondingly provided with one drilled pile 6, and the thick steel pipe piles 5 are arranged right above the drilled piles 6; the tie beam 10 is provided with an embedded part, and the thick steel pipe pile 5 is welded and fixed with the embedded part.
A bored pile 6 is arranged below each thin steel pipe pile 4, a bearing platform 11 is arranged below the thin steel pipe piles 4 adjacent to each other in the longitudinal bridge direction, the bearing platform 11 is arranged at the top of the bored pile 6, embedded parts are arranged on the bearing platform 11, and the thin steel pipe piles 4 and the embedded parts are welded and fixed.
The adjacent buttress steel pipe piles are also transversely connected through a connecting system 9, and the connecting system 9 is arranged at the position, close to the top, of the middle upper part of the buttress steel pipe pile.
A hole is formed in the middle upper part of the thick steel pipe pile 5 close to the transverse bearing beam 2 along the transverse bridge direction, a box girder structure with stiffening plates is inserted to serve as a shoulder pole beam 7, and detachable supporting pieces 8 are arranged between the part of the two ends of the shoulder pole beam 7, which are exposed out of the thick steel pipe pile 5, and the transverse bearing beam 2;
the top of the thick steel pipe pile 5 penetrates through the transverse bearing beam 2 and the bottom die to be propped against the box girder lower bottom plate, a stainless steel plate is arranged on the pile top and is in contact with the box girder bottom plate, a tetrafluoroethylene plate is further arranged below the stainless steel plate, friction between the bottom of the beam and the pile head can be reduced when the transverse prestressed tendons of the concrete box girder are tensioned, and cracking of the ultra-wide box girder is reduced.
And a detachable support member 8 is also arranged between the thin steel pipe pile 4 and the transverse bearing beam 2.
The cast-in-place support system comprises three rows of thin steel pipe piles 4, a part below a shoulder pole beam 7 of four rows of thick steel pipe piles 5, a transverse bearing beam 2 and a longitudinal bearing beam 3;
the tensioning support system comprises four rows of thick steel pipe piles 5, thick steel pipe piles 5 above the carrying pole beams 7 of the thick steel pipe piles, and a connecting system 9.
The cast-in-place support system is a main force transmission system consisting of three rows of thin steel pipe piles and four rows of thick buttress steel pipe piles (the part below the perforated shoulder pole beam) in the transverse direction of the bridge, a transverse bearing beam and a longitudinal bearing beam; the tensioning support system consists of four rows of thick steel pipe piles (without carrying pole beams and with steel pipe piles from the upper part of the opening to the bottom plate of the box beam) and a transverse connection system; the key point of the combination of the two sets of support systems is that a transverse carrying pole beam is arranged on an opening at the middle upper part of the thick steel pipe pile, and the method of arranging the transverse bearing beam on the carrying pole beam enables a cast-in-place support and a tension support to be combined into a whole, the whole support system is a system combining the cast-in-place system and the tension system into a whole, the load is borne by different support parts only under different construction working conditions, and the change of the construction working conditions can enable the support stress system to be converted.
As shown in fig. 1 to 5, in the step S3, each box girder segment is constructed according to the section, number and time node of the box girder segment 1 in the step S1 by a skip method, and the specific construction method is as follows:
s301, firstly pouring a beam section N19, and firstly pouring bottom plate concrete;
s302, symmetrically pouring a middle web plate and an inclined bottom plate in a layered manner;
s303, pouring flange concrete;
s304, finally, pouring roof concrete, and under the construction condition, bearing the load of the beam body and the construction load by a cast-in-place bracket system in the double-bracket system;
s305, after the beam section of N19 is poured, covering, sprinkling and curing are carried out, after certain strength is achieved, the inner die 101 and the side die 102 of the beam section 1 are disassembled, three-way prestress tensioning is carried out, and the tensioning sequence is arranged from the outer side of the main beam to the central symmetry tensioning;
s306, immediately stretching the top plate, the bottom plate and the vertical prestressed tendons according to half of the anchor controlled stress after the N19 segmental concrete reaches a certain design strength, and stretching the top plate and the bottom plate to longitudinally prevent the cracking of steel bundles;
s306, after the design strength is completely achieved, residual transverse and vertical transverse diaphragm prestress is tensioned; under the construction working condition, a tension bracket system in the double-bracket system bears the load and deformation of the box girder after being tensioned.
Then sequentially pouring the box girder section N18, after the concrete reaches a certain design strength, starting to stretch the prestressed reinforcement, and the pouring and stretching sequence is the same as that of the prestressed reinforcement; sequentially pouring all the concrete box girder sections 1 and the reinforced concrete combined sections according to the skip pouring sequence; and after the stay cable is installed, removing all the side span brackets.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (6)
1. A construction method of a broad width concrete PK box girder support system is characterized by comprising the following steps:
s1, segmenting and numbering the concrete box girder by adopting a skip method, and determining the construction time and sequence of the segmentation of the box girder;
s2, constructing a support system, and simultaneously constructing a cast-in-place support system and a tension support system in the support system;
s3, constructing the box girder segments according to the construction time and sequence of the box girders;
in the step S2, the horizontal bridge direction of the support system is frame-type, and the vertical bridge direction is truss-type;
the lower part of the bracket system is provided with a drilled pile (6), a buttress steel pipe pile is arranged above the drilled pile (6), a transverse bearing beam (2) is arranged at the top of the buttress steel pipe pile, a longitudinal bearing beam (3) is arranged above the transverse bearing beam (2), and a box girder is arranged above the longitudinal bearing beam (3);
the buttress steel pipe piles comprise three rows of thin steel pipe piles (4) and four rows of thick steel pipe piles (5), wherein one row of thin steel pipe piles (4) are respectively installed on two sides in the transverse bridge direction, one row of thin steel pipe piles (4) are installed in the middle, and two rows of thick steel pipe piles (5) are respectively installed between the middle thin steel pipe pile (4) and the steel pipe piles on the side surface;
the adjacent buttress steel pipe piles are also transversely connected through a connecting system (9), and the connecting system (9) is arranged at the position, close to the top, of the middle upper part of the buttress steel pipe pile;
a hole is formed in the middle upper part of the thick steel pipe pile (5) close to the transverse bearing beam (2) along the direction of a transverse bridge, a box girder structure with a stiffening plate is inserted to serve as a carrying pole beam (7), and a detachable supporting piece (8) is arranged between the part, exposed out of the thick steel pipe pile (5), of the two ends of the carrying pole beam (7) and the transverse bearing beam (2);
the top of the thick steel pipe pile (5) penetrates through the transverse bearing beam (2) and the bottom die to be propped against the lower bottom plate of the box girder, a stainless steel plate is arranged on the pile top and is in contact with the bottom plate of the box girder, and a tetrafluoroethylene plate is further arranged below the stainless steel plate;
and a detachable support piece (8) is also arranged between the thin steel pipe pile (4) and the transverse bearing beam (2).
2. The construction method of the broad width concrete PK box girder support system according to claim 1, characterized in that: four rows of thick steel pipe piles (5) in the transverse bridge direction are divided into two groups by the middle thin steel pipe piles (4), a tie beam (10) is installed below the thick steel pipe piles (5) in the same group, a drilled pile (6) is installed below the tie beam (10), each thick steel pipe pile (5) is correspondingly provided with one drilled pile (6), and the thick steel pipe piles (5) are installed right above the drilled piles (6);
an embedded part is arranged on the tie beam (10), and the thick steel pipe pile (5) is welded and fixed with the embedded part.
3. The construction method of the broad width concrete PK box girder support system according to claim 1, characterized in that: each thin steel pipe pile (4) is provided with a drilled pile (6) below, a bearing platform (11) is arranged below the thin steel pipe pile (4) adjacent to the longitudinal bridge direction, the bearing platform (11) is arranged at the top of the drilled pile (6), an embedded part is arranged on the bearing platform (11), and the thin steel pipe pile (4) and the embedded part are welded and fixed.
4. The construction method of the broad width concrete PK box girder support system according to claim 1, characterized in that: the cast-in-place support system comprises three rows of thin steel pipe piles (4), four rows of thick steel pipe piles (5), a part below a shoulder pole beam (7), a transverse bearing beam (2) and a longitudinal bearing beam (3);
the tensioning support system comprises four rows of thick steel pipe piles (5), thick steel pipe piles (5) above the carrying pole beams (7) of the thick steel pipe piles, and a connecting system (9).
5. The construction method of the broad width concrete PK box girder support system according to claim 1, characterized in that: in the step S3, each box girder segment is constructed according to the section, number and time node of the box girder segment (1) in the step S1 by a skip method, and the specific construction method is as follows:
s301, firstly pouring a beam section N19, and firstly pouring bottom plate concrete;
s302, symmetrically pouring a middle web plate and an inclined bottom plate in a layered manner;
s303, pouring flange concrete;
s304, finally, pouring the top plate concrete, and under the construction condition, bearing the load of the beam body and the construction load by a cast-in-place support system in the double-support system.
6. The construction method of the broad width concrete PK box girder support system according to claim 5, wherein after the beam section N19 is poured, the construction method further comprises the following steps:
s305, after the beam section is poured, N19 is covered, sprinkled and cured, after certain strength is achieved, the inner die (101) and the side die (102) of the beam section (1) are disassembled, three-way prestress tensioning is carried out, and the tensioning sequence is symmetrically tensioned from the outer side of the main beam to the center;
s306, immediately stretching the top plate, the bottom plate and the vertical prestressed tendons according to half of the anchor controlled stress after the N19 segmental concrete reaches a certain design strength, and stretching the top plate and the bottom plate to longitudinally prevent the cracking of steel bundles;
s306, after the design strength is completely achieved, residual transverse and vertical transverse diaphragm prestress is tensioned; under the construction working condition, a tension bracket system in the double-bracket system bears the load and deformation of the box girder after being tensioned.
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| CN111622124B (en) * | 2020-06-10 | 2021-07-27 | 浙江交工金筑交通建设有限公司 | Construction method and support system for large cantilever bent cap of soft foundation |
| CN111593675A (en) * | 2020-06-12 | 2020-08-28 | 重庆渝高科技产业(集团)股份有限公司 | Supporting assembly of box girder and construction method of box girder |
| CN112459498A (en) * | 2020-11-17 | 2021-03-09 | 中国建筑第八工程局有限公司 | Post-tensioning prestressed tendon construction method based on skip method |
| CN112554064B (en) * | 2020-11-30 | 2022-07-26 | 中交路桥建设有限公司 | Installation method of few-bracket ultra-wide steel structure bridge |
| CN116971534A (en) * | 2023-06-27 | 2023-10-31 | 中铁建工集团有限公司 | Construction method of hollow box girder of bearing rail layer |
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