CN111455859A - Construction method for bracket of No. 0 and No. 1 steel bridge with high piers and continuous steel structure - Google Patents
Construction method for bracket of No. 0 and No. 1 steel bridge with high piers and continuous steel structure Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 147
- 239000010959 steel Substances 0.000 title claims abstract description 147
- 238000010276 construction Methods 0.000 title claims abstract description 78
- 239000004567 concrete Substances 0.000 claims abstract description 30
- 238000000034 method Methods 0.000 claims abstract description 26
- 238000003466 welding Methods 0.000 claims abstract description 26
- 239000004576 sand Substances 0.000 claims abstract description 17
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 9
- 238000004873 anchoring Methods 0.000 claims abstract description 5
- 238000009826 distribution Methods 0.000 claims description 44
- 230000005489 elastic deformation Effects 0.000 claims description 16
- 238000013461 design Methods 0.000 claims description 11
- 238000009415 formwork Methods 0.000 claims description 10
- 238000012360 testing method Methods 0.000 claims description 9
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 8
- 230000002787 reinforcement Effects 0.000 claims description 8
- 239000011150 reinforced concrete Substances 0.000 claims description 6
- 238000005452 bending Methods 0.000 claims description 4
- 239000004568 cement Substances 0.000 claims description 4
- 238000010891 electric arc Methods 0.000 claims description 4
- 239000004574 high-performance concrete Substances 0.000 claims description 4
- 238000007689 inspection Methods 0.000 claims description 4
- 229910052742 iron Inorganic materials 0.000 claims description 4
- 239000002184 metal Substances 0.000 claims description 4
- 229910052751 metal Inorganic materials 0.000 claims description 4
- 238000005086 pumping Methods 0.000 claims description 4
- 238000005096 rolling process Methods 0.000 claims description 4
- 239000011265 semifinished product Substances 0.000 claims description 4
- 210000002435 tendon Anatomy 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 230000005540 biological transmission Effects 0.000 claims description 2
- 238000006243 chemical reaction Methods 0.000 claims description 2
- 238000005056 compaction Methods 0.000 claims description 2
- 238000005259 measurement Methods 0.000 claims description 2
- 238000003825 pressing Methods 0.000 claims description 2
- 238000012545 processing Methods 0.000 claims description 2
- 238000010008 shearing Methods 0.000 claims description 2
- 239000000463 material Substances 0.000 abstract description 6
- 230000000694 effects Effects 0.000 description 3
- 238000013459 approach Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 239000011513 prestressed concrete Substances 0.000 description 2
- 239000000969 carrier Substances 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
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- 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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Abstract
The invention relates to a construction method of No. 0 and No. 1 block brackets of a high-pier continuous steel bridge, which effectively solves the problems of large consumption of temporary materials, high cost, long construction period and low working efficiency in the construction of the No. 0 and No. 1 block brackets of the high-pier continuous steel bridge. Designing brackets beside the bridge piers, wherein a plurality of groups of triangular brackets are arranged on each pier in total, reinforcing steel plates are arranged at nodes and are connected through pin shafts, and the inclined rods and the vertical rods are welded in a surrounding mode through channel steel; upper and lower embedded parts: adopting a steel plate, welding the steel plate with angle steel, pouring the steel plate together with pier stud concrete, and anchoring the lower part of the outer part of the lower steel plate by opposite pulling; transversely welding I-shaped steel on the bracket; installing a steel pad beam and a sand cylinder on the bracket, and installing double-spliced I-shaped steel on the steel pad beam and the sand cylinder; mounting I-shaped steel on the wedge-shaped block; the method has the advantages of scientific construction, easy operation, less temporary material investment, low cost, short construction time, high working efficiency, safety and reliability, and ensures the use safety and the service life of the bridge.
Description
Technical Field
The invention relates to bridge construction, in particular to a construction method of a bracket of a No. 0 and a No. 1 high-pier continuous steel bridge.
Background
With the progress of scientific technology and the rapid development of traffic roads, bridge construction has made a great deal of progress, when a high-pier prestressed concrete continuous steel bridge in the bridge construction is constructed by hanging basket cantilever casting, the number 0 block and the number 1 block which are firstly constructed as reference sections are key technologies and have great influence on later-stage line shape control, the number 0 block is a supporting block right above a bridge pier body, the number 1 block is a bracket supporting block at two sides of the number 0 block, and carriers for supporting the number 0 block and the number 1 block are number 0 and number 1 brackets.
Disclosure of Invention
Aiming at the situation, in order to overcome the defects of the prior art, the invention aims to provide the construction method of the No. 0 and No. 1 block brackets of the high-pier continuous steel bridge, which can effectively solve the problems that the quantity of temporary materials for the construction of the No. 0 and No. 1 block brackets of the high-pier continuous steel bridge is large, the cost is high, the construction period is long, the working efficiency is low, and the construction requirements of the high-pier continuous steel bridge cannot be met.
The invention solves the technical scheme that a construction method of a bracket of a No. 0 and a No. 1 block of a high-pier continuous steel bridge comprises the following steps:
firstly, designing a No. 0 and No. 1 block bracket structure, wherein the method comprises the following steps:
(1) designing brackets beside the bridge piers, wherein a plurality of groups of triangular brackets are arranged on each pier in total, reinforcing steel plates are arranged at nodes and are connected through pin shafts, and the inclined rods and the vertical rods are welded in a surrounding mode through channel steel;
upper and lower embedded parts: adopting a steel plate, welding the steel plate with angle steel, pouring the steel plate together with pier stud concrete, arranging a bracket at the lower part outside the lower steel plate, and enabling a stress point of the bracket to fall on the bracket for opposite-pulling anchoring;
transverse connection: transversely welding I-shaped steel on the bracket;
transverse distribution beam: installing a steel pad beam and a sand cylinder on the bracket, and installing double-spliced I-shaped steel on the steel pad beam and the sand cylinder;
longitudinal distribution beam: mounting I-shaped steel on the wedge-shaped block;
checking calculation of stress of No. 2, 0, 1 block bracket
(1) Checking and calculating load
Comprises ⑴ case beam reinforced concrete volume weight and stacking load, ⑶ weight of inner mold, side mold and bent frame, 2.0kN/m2⑷ concrete vibration load, according to 2.0kN/m2⑸ construction support deadweight is loaded according to actual weight, ⑹ wind load checking calculation is carried out, and stress checking calculation is carried out on No. 2, 0 and 1 block brackets
Establishing No. 0 and No. 1 block bracket integral models by adopting MIDAS computing software, and computing the structural stress of the bracket;
(3) checking calculation of stress of embedded bracket
Tensioning the counter-pulling steel bars in a mode of arranging brackets on the outer sides of the root webs, wherein welding seams among the steel plates are all groove welded, and checking the stress of the pre-buried brackets;
prepressing of No. three, 0 and 1 block bracket
After the bracket platform is installed, a loading prepressing test is carried out on the bracket, inelastic deformation is eliminated by simulating the load working condition in the construction state, the elastic deformation is measured, the elastic deformation value is counted into the pre-camber to ensure that the beam bottom elevations of No. 0 and No. 1 blocks meet the design requirements, the prepressing of the bracket applies equivalent load to the pulling steel strand through a jack so as to achieve the aim of prepressing, the elastic deformation values of all points of the bracket are obtained through prepressing, observation and calculation, the beam bottom template elevation is adjusted, and the beam section height and the line shape are ensured to meet the design requirements;
construction of No. four, 0 and 1 blocks
(1) Bracket mounting
The method comprises the following steps that a bracket pre-buried steel plate is measured at the pier top for positioning and burying, brackets are assembled on the corresponding pier bottom ground in a single group mode, then the brackets are symmetrically installed through a tower crane, finish rolling threaded steel is anchored, a pad beam is laid on the brackets, a sand cylinder for adjusting the height of a bottom plate is installed on the pad beam, a transverse distribution beam is installed, and the pad beam and a longitudinal distribution beam are installed;
(2) formwork construction
Outer mold: the hanging basket template is universal, and bolts are connected between the templates;
internal mold: the panel is made of steel plates, the transverse ribs are made of channel steel, and the inner and outer templates are fixed in a counter-pulling mode through pull rods;
(3) construction of steel bar and prestressed pipeline
The main steel bars adopt electric arc lap welding, and the longitudinal prestressed pipeline adopts galvanized metal corrugated pipes; the vertical prestressed tendons are finish-rolled thread thick steel bars, the pipelines are pre-embedded by adopting iron sheet pipes, the bottoms of the two pipelines are communicated by the pipelines side by side, and when grouting, one of the pipelines is pressed in and the other pipeline is discharged;
(4) concrete construction
The method comprises the following steps of (1) carrying out inspection work on positions and quantity of each reserved and embedded part before concrete pouring, ensuring that the positions and quantity of the embedded parts are accurate, wherein the concrete is high-performance concrete, a pumping mode is adopted, and the water cement ratio, the slump and the pouring sequence layering thickness of the concrete are controlled strictly according to standard requirements in the construction process;
(5) stretching and grouting construction
During tensioning, the longitudinal prestressed steel strand reinforcements are tensioned firstly, then the transverse prestressed steel reinforcements of the cross beam are tensioned, and finally the vertical prestressed steel reinforcements are tensioned.
The method has the advantages of scientific construction, easy operation, less temporary material investment, low cost, short construction time, high working efficiency, safety and reliability, ensures the use safety and the service life of the bridge and has huge economic and social benefits.
Drawings
Fig. 1 is a longitudinal structure view of the block bracket No. 0 and 1 of the present invention.
Fig. 2 is a transverse structural view of the block bracket of number 0 and 1 of the invention.
Fig. 3 is a front view of the corbel structure of the present invention.
In the drawings, wherein: the bridge pier comprises a cross bar 1, vertical bars 2, diagonal bars 3, pad beams 4, sand cylinders (jacks) 5, longitudinal distribution beams 6, a walking platform 7, a bottom die 8, transverse distribution beams 9 (double I40# b), transverse connection 10, diagonal cushion blocks 11 and bridge pier bodies 12.
Detailed Description
The following detailed description of the embodiments of the present invention refers to the accompanying drawings.
As shown in figures 1-3, the construction method of the bracket of the No. 0 and No. 1 high-pier continuous steel bridge comprises the following steps:
firstly, designing a No. 0 and No. 1 block bracket structure:
pier body side bracket: the method comprises the following steps that a triangular bracket platform is arranged at the top of a pier body 12 and serves as a supporting system to bear loads in the construction process of No. 0 and No. 1 blocks, five groups of triangular brackets are arranged on each pier in total, the distance is 2.575m, the brackets are formed by welding profile steels, reinforcing steel plates are arranged at nodes and are connected by a phi 80mm pin shaft, a cross rod is formed by welding 2 36 channel steels in a surrounding manner, and an oblique rod and a vertical rod are formed by welding 2 32 channel steels in a surrounding manner;
an upper embedded part and a lower embedded part, wherein the upper embedded part and the lower embedded part are made of 20mm thick steel plates, the inner sides of the embedded plates are welded with ∠ 70-degree 5mm angle steels and are poured together with pier column concrete, the outer lower part of the lower steel plate is provided with a bracket with the width of 30mm, the stress point of the bracket falls on the bracket, and the upper part and the lower part are anchored by adopting 4 opposite pulling with the diameter of 32 mm;
the bracket is characterized in that two symmetrical brackets are arranged on two sides of a pier body 12, an upper cross beam 10 and a lower cross beam 10 are connected together between the two brackets to form a bracket of No. 0 and a bracket of No. 1 of the whole high-pier continuous steel structural bridge, wherein the bracket of the upper surface of the pier body forms the bracket of No. 0, the bracket of the bracket part forms the bracket of No. 1, each bracket is composed of a middle cross rod 1, a vertical rod 2 and an oblique rod 3, one transverse end of the middle cross rod 1 is anchored on the pier body 12, the lower part of the other end of the middle cross rod 1 is anchored with the oblique upper end of the oblique rod 3, the lower end of the oblique rod 3 is anchored with the pier body 12, a cushion block 2 parallel to the pier body 12 is arranged between the middle cross rod 1 and the oblique rod 3 to form a triangular bracket structure, a sand cylinder (jack) 5 is arranged on the upper part of the outer end of the middle cross rod 1 through a cushion beam 4, a vertical distribution beam 9 is arranged on the sand cylinder 5, the upper end, a bottom die 8 is arranged on the transverse distribution beam 6, and a walking platform 7 is arranged on the outer end of the transverse distribution beam 6;
transverse connection: in order to ensure the integral stability of the bracket, a 20I-steel beam 10 is transversely arranged on the bracket and welded with the bracket;
transverse distribution beam: installing a steel pad beam 4 and a sand cylinder 5 on the bracket, then installing double-spliced 40b I-shaped steel on the steel pad beam, and arranging 2 groups on one side;
vertical distribution beam: i-shaped steel is arranged on the wedge-shaped block, and the distance is 30cm at the web plate and 60cm at the bottom plate;
checking calculation of stress of No. 2, 0, 1 block bracket
(1) Load, and the like
0. The load transmission process of the No. 1 block bracket comprises the steps that the weight of the No. 1 block and the loads of construction facilities and the like are transmitted to a longitudinal distribution beam through a bottom die, transmitted to a transverse distribution beam through the longitudinal distribution beam, transmitted to a triangular bracket through the transverse distribution beam and transmitted to a pier body through the triangular bracket, and the calculation parameters comprise ⑴ box beam reinforced concrete unit weight which is 26kN/m3⑵ transporting and stacking loads of constructors and construction tools according to 1.0kN/m2⑶ weight of inner mold, side mold and bent frame, 2.0kN/m2⑷ concrete vibration load, according to 2.0kN/m2The construction method comprises the following steps of (1) ⑸, loading the self weight of a construction support according to the actual weight, taking ⑹ wind load according to local meteorological conditions, and checking the basic wind speed during vertical formwork and concrete pouring and curing according to 6-level wind, wherein the corresponding gust wind speed is 17.8 m/s;
(2) checking calculation of stress of No. 0 and No. 1 block bracket
The integral model of the bracket of No. 0 and No. 1 is established by MIDAS calculation software, the structure of the integral model is calculated, the inclined strut and the distribution beam are simulated by beam units, wherein the connection among the inclined strut, the distribution beam and the pier body restrains the translational freedom degree, the weight of the reinforced concrete and the construction load are converted into line load and are added to the top distribution beam, and the wind load of the template and the bracket is converted into concentrated load and line load and are added to the distribution beam, so that the strength and the stability of the inclined strut of the bracket, the maximum combined stress and the maximum shearing stress of the upper chord of the bracket, the maximum combined stress and the stability of the vertical rod of the bracket, the maximum combined stress and the maximum deflection of the middle span distribution beam of the bracket top and the deflection of the bracket all meet;
(3) checking calculation of stress of embedded bracket
Tensioning the finish rolling twisted steel by adopting a mode of arranging a bracket on the outer side of a root web, wherein the bracket is composed of steel plates with the thickness of 20mm, and welding seams among the steel plates are groove welding;
the bending stress of the welding seam between the bracket and the web:
shear stress of weld joints between the brackets and the web:
maximum bending stress of a welding seam between the bracket and the web:
prepressing of No. three, 0 and 1 block bracket
In order to ensure the stability and the safety of the bracket, a loading and pre-pressing test is carried out on the bracket after the platform of the bracket is installed, the inelastic deformation is eliminated by simulating the load working condition in the construction state, the elastic deformation is measured, and the elastic deformation value is counted into the pre-camber, so as to ensure that the bottom elevations of the No. 0 and No. 1 block beams meet the design requirements;
the method comprises the following steps that (1) preloading of a bracket is achieved by applying equivalent load to a steel strand through a jack, a settlement observation point is arranged on a bracket platform before preloading, the elevation of the settlement observation point is measured, the load is applied in four stages, and the loading weight is 0 → 50% → 70% → 90% → 110%; after each stage of prestress load is applied, measuring the elevation of a settlement observation point at each stage, and after the full load and 3 days continuously, unloading the settlement after the settlement is less than 3 mm; unloading according to the reverse sequence, and measuring the elevation of the measuring point at each stage; then calculating the deformation of the bracket, and calculating the elastic deformation and the inelastic deformation of the bracket according to the deformation, wherein the elastic deformation of the bracket can be used as a vertical mold pre-arching value;
through the pre-compaction, observe the elastic deformation numerical value that calculates the bracket each point to adjustment beam bottom formwork elevation guarantees that beam section height and linear reach the designing requirement, and beam bottom formwork elevation Hi computational formula is as follows:
h0+ f bracket + fx
In the formula: hi-to-be-cast beam section box bottom elevation;
h0-this point designs the elevation;
f, deformation of the bracket-bracket, loading of inelastic modulus obtained after pressure test;
fx-a deflection calculation value generated by creep, shrinkage, temperature, structural system conversion, second-stage constant load and load influence, and an elastic modulus corrected through actual measurement;
construction of No. four, 0 and 1 blocks
(1) Bracket mounting
The bracket embedded steel plate is measured at the pier top for positioning and embedding, the opposite pulling holes at two sides adopt phi 57mm steel pipes with the wall thickness of 1.5mm as sleeves, and phi 32mm steel bars are penetrated in the opposite pulling holes as linings; assembling the brackets on the corresponding pier bottom ground in a single group, then symmetrically installing the brackets by using a tower crane, anchoring the finish rolled deformed steel bars, after 5 groups of the brackets are installed, paving a pad beam on the upper part, installing a sand cylinder for adjusting the elevation of a bottom plate on the pad beam, installing a transverse double-assembled 40a I-shaped steel distribution beam, and installing the pad beam and a longitudinal distribution beam;
(2) formwork construction
Outer mold: the steel plate is universal with the hanging basket template, the panel is a 6mm steel plate, the transverse ribs are [10 channel steel and have a distance of 40cm ], the vertical ribs are truss pieces formed by welding [10 channel steel inclined rods, vertical rods and transverse rods, the truss pieces are spaced by 100cm along the bridge direction, the templates are connected through bolts, and the truss and the templates are all connected through M20 bolts;
internal mold: the panel is made of a 6mm steel plate, transverse ribs are made of 10 channel steel, the distance between the transverse ribs is 40cm, vertical belts are made of 10 channel steel, the distance between the transverse ribs is 100cm along the bridge direction, M20 bolts are connected between the templates, and the inner template and the outer template are oppositely pulled by pull rods to fix the section size;
(3) construction of steel bar and prestressed pipeline
The main reinforcing steel bars are welded in an electric arc lap joint mode, all the reinforcing steel bars are processed in a centralized mode in a processing field to be made into semi-finished products, the semi-finished products are conveyed to the field to be bound and formed, the longitudinal prestressed pipeline is a galvanized metal corrugated pipe, and a breather pipe for grouting is installed at the high point of the corrugated pipe when the pipeline is installed; the vertical prestressed tendons are phi 32 finish-rolled thread coarse steel bars, the pipelines are pre-embedded by adopting phi 50 iron sheet pipes, the bottoms of the two parallel pipelines are communicated by the pipelines, and when grouting, one pipeline is pressed in and the other pipeline is discharged;
(4) concrete construction
The method comprises the following steps of (1) carrying out inspection work on positions and quantity of each reserved and embedded part before concrete pouring, ensuring that the positions and quantity of the embedded parts are accurate, wherein the concrete is high-performance concrete, a pumping mode is adopted, and the water cement ratio, the slump and the pouring sequence layering thickness of the concrete are controlled strictly according to standard requirements in the construction process;
(5) stretching and grouting construction
When the age of the concrete reaches 7 days and the strength and elastic modulus reach 90% of the design values, tensioning can be carried out; during tensioning, firstly tensioning the longitudinal prestressed steel strand, then tensioning the transverse prestressed steel strand of the cross beam, and finally tensioning the vertical prestressed steel strand; the prestressed reinforcement is mainly tensioned, and longitudinal prestressed tensioning adopts double control, namely the control is carried out according to the tensioning stress and the stretching amount.
The method is scientific, strong in applicability and good in effect, can effectively solve the problems that the construction temporary materials of No. 0 and No. 1 brackets of the high-pier continuous steel bridge are more in use amount, the cost is high, the construction period is long, the working efficiency is low, and the requirements of the construction of the high-pier continuous steel bridge cannot be met, and the method has very good effect through experiments, and relevant experimental data are as follows:
taking a southbound approach bridge of a tin-pass highway as an example, the introduction of engineering conditions is as follows: the southbound approach bridge of the Xitong expressway starts from K7+562.996, and is connected with the highway-railway combined construction section of the Shantong Yangtze river bridge at K10+681.596 after sequentially crossing over the new cross harbor river and the Yangtze river along the river highway in the south of the Yangtze river to reach 3.1186 km. The upper structure mainly adopts a 30mT beam and a 50mT beam which are simply supported and then continuous, and a prestressed concrete continuous rigid frame with the span of (50+75+50) m is adopted at the position of a twelve-link upper span Jiangnan river-along highway, namely an S58-61 pier. Bridge deck structure design: the height difference of the top distance of the bridge deck from the original place is 65.6-70.4 m, the position of the 60 th hole is intersected with the river and south along the river in a three-dimensional way, the intersection angle of the 60 th hole and a line is 97.1 degrees, the current width of the river and the road is 16.5m, and the forward planning width is 28.0 m.
The height of No. 59 and No. 60 main piers is about 60m, and the construction scheme is selected by comparison according to the actual situation on site, a bracket is arranged on the upper part of a pier body in the construction of No. 0 and No. 1 blocks, and a construction method for pouring concrete by installing a template on the bracket is adopted, namely the construction method of the bracket for the No. 0 and No. 1 continuous steel bridge of the high-pier continuous steel structure, disclosed by the invention, has the advantages that through the calculation of field application, the temporary input materials are greatly reduced, the cost is reduced by more than 30%, the construction time is shortened, the engineering construction efficiency is improved by more than 40%, and because the bracket is clearly stressed, the safety and reliability are greatly improved, the service life of the bridge construction is effectively ensured, and through experimental; after the operation is carried out on the southbound bridge of the Xitong expressway, similar construction tests are carried out on other 3 bridges according to the method of the invention, the same and similar technical effects are obtained, the tests are not listed, the experiments show that the method of the invention is stable and reliable, the average working efficiency is improved by more than 40%, no safety accidents occur in the construction, the method of the invention is safe and reliable, the average cost is saved by more than 30%, the service life is improved by more than 1 time through mechanical tests, and the method is a great innovation in bridge construction and has huge economic and social benefits.
Claims (3)
1. A construction method of a bracket of a No. 0 and a No. 1 high-pier continuous steel bridge is characterized by comprising the following steps:
firstly, designing a No. 0 and No. 1 block bracket structure, wherein the method comprises the following steps:
1) designing brackets beside the bridge piers, wherein a plurality of groups of triangular brackets are arranged on each pier in total, reinforcing steel plates are arranged at nodes and are connected through pin shafts, and the inclined rods and the vertical rods are welded in a surrounding mode through channel steel;
upper and lower embedded parts: adopting a steel plate, welding the steel plate with angle steel, pouring the steel plate together with pier stud concrete, arranging a bracket at the lower part outside the lower steel plate, and enabling a stress point of the bracket to fall on the bracket for opposite-pulling anchoring;
transverse connection: transversely welding I-shaped steel on the bracket;
transverse distribution beam: installing a steel pad beam and a sand cylinder on the bracket, and installing double-spliced I-shaped steel on the steel pad beam and the sand cylinder;
longitudinal distribution beam: mounting I-shaped steel on the wedge-shaped block;
checking calculation of stress of No. 2, 0, 1 block bracket
1) Checking and calculating load
Comprises ⑴ case beam reinforced concrete volume weight and stacking load, ⑶ weight of inner mold, side mold and bent frame, 2.0kN/m2⑷ concrete vibration load, according to 2.0kN/m2⑸ construction support deadweight is loaded according to actual weight, ⑹ wind load checking calculation is carried out, and stress checking calculation is carried out on No. 2, 0 and 1 block brackets
Establishing No. 0 and No. 1 block bracket integral models by adopting MIDAS computing software, and computing the structural stress of the bracket;
3) checking calculation of stress of embedded bracket
Tensioning the counter-pulling steel bars in a mode of arranging brackets on the outer sides of the root webs, wherein welding seams among the steel plates are all groove welded, and checking the stress of the pre-buried brackets;
prepressing of No. three, 0 and 1 block bracket
After the bracket platform is installed, a loading prepressing test is carried out on the bracket, inelastic deformation is eliminated by simulating the load working condition in the construction state, the elastic deformation is measured, the elastic deformation value is counted into the pre-camber to ensure that the beam bottom elevations of No. 0 and No. 1 blocks meet the design requirements, the prepressing of the bracket applies equivalent load to the pulling steel strand through a jack so as to achieve the aim of prepressing, the elastic deformation values of all points of the bracket are obtained through prepressing, observation and calculation, the beam bottom template elevation is adjusted, and the beam section height and the line shape are ensured to meet the design requirements;
construction of No. four, 0 and 1 blocks
1) Bracket mounting
The method comprises the following steps that a bracket pre-buried steel plate is measured at the pier top for positioning and burying, brackets are assembled on the corresponding pier bottom ground in a single group mode, then the brackets are symmetrically installed through a tower crane, finish rolling threaded steel is anchored, a pad beam is laid on the brackets, a sand cylinder for adjusting the height of a bottom plate is installed on the pad beam, a transverse distribution beam is installed, and the pad beam and a longitudinal distribution beam are installed;
2) formwork construction
Outer mold: the hanging basket template is universal, and bolts are connected between the templates;
internal mold: the panel is made of steel plates, the transverse ribs are made of channel steel, and the inner and outer templates are fixed in a counter-pulling mode through pull rods;
3) construction of steel bar and prestressed pipeline
The main steel bars adopt electric arc lap welding, and the longitudinal prestressed pipeline adopts galvanized metal corrugated pipes; the vertical prestressed tendons are finish-rolled thread thick steel bars, the pipelines are pre-embedded by adopting iron sheet pipes, the bottoms of the two pipelines are communicated by the pipelines side by side, and when grouting, one of the pipelines is pressed in and the other pipeline is discharged;
4) concrete construction
The method comprises the following steps of (1) carrying out inspection work on positions and quantity of each reserved and embedded part before concrete pouring, ensuring that the positions and quantity of the embedded parts are accurate, wherein the concrete is high-performance concrete, a pumping mode is adopted, and the water cement ratio, the slump and the pouring sequence layering thickness of the concrete are controlled strictly according to standard requirements in the construction process;
5) stretching and grouting construction
During tensioning, the longitudinal prestressed steel strand reinforcements are tensioned firstly, then the transverse prestressed steel reinforcements of the cross beam are tensioned, and finally the vertical prestressed steel reinforcements are tensioned.
2. The construction method of a bracket of a No. 0 and 1 high-pier continuous steel bridge according to claim 1, comprising the steps of:
firstly, designing a No. 0 and No. 1 block bracket structure:
pier body side bracket: the method comprises the following steps that a triangular bracket platform is arranged at the pier top of a pier body (12) and serves as a supporting system to bear loads in the construction process of No. 0 and No. 1 blocks, five groups of triangular brackets are arranged on each pier in total, the distance is 2.575m, the brackets are formed by welding profile steels, reinforcing steel plates are arranged at nodes and are connected by a phi 80mm pin shaft, a cross rod is formed by welding 2 36 channel steels in a surrounding manner, and an oblique rod and a vertical rod are formed by welding 2 32 channel steels in a surrounding manner;
an upper embedded part and a lower embedded part, wherein the upper embedded part and the lower embedded part are made of 20mm thick steel plates, the inner sides of the embedded plates are welded with ∠ 70-degree 5mm angle steels and are poured together with pier column concrete, the outer lower part of the lower steel plate is provided with a bracket with the width of 30mm, the stress point of the bracket falls on the bracket, and the upper part and the lower part are anchored by adopting 4 opposite pulling with the diameter of 32 mm;
transverse connection: in order to ensure the integral stability of the bracket, a 20I-steel beam (10) is transversely arranged on the bracket and welded with the bracket;
transverse distribution beam: installing a steel pad beam (4) and a sand cylinder (5) on the bracket, then installing double-spliced 40b I-steel on the steel pad beam, and arranging 2 groups on one side;
vertical distribution beam: i-shaped steel is arranged on the wedge-shaped block, and the distance is 30cm at the web plate and 60cm at the bottom plate;
checking calculation of stress of No. 2, 0, 1 block bracket
1) Load, and the like
0. The load transmission process of the No. 1 block bracket comprises the steps that the weight of the No. 1 block and the loads of construction facilities and the like are transmitted to a longitudinal distribution beam through a bottom die, transmitted to a transverse distribution beam through the longitudinal distribution beam, transmitted to a triangular bracket through the transverse distribution beam and transmitted to a pier body through the triangular bracket, and the calculation parameters comprise ⑴ box beam reinforced concrete unit weight which is 26kN/m3⑵ transporting and stacking loads of constructors and construction tools according to 1.0kN/m2⑶ weight of inner mold, side mold and bent frame, 2.0kN/m2⑷ concrete vibration load, according to 2.0kN/m2The construction method comprises the following steps of (1) ⑸, loading the self weight of a construction support according to the actual weight, taking ⑹ wind load according to local meteorological conditions, and checking the basic wind speed during vertical formwork and concrete pouring and curing according to 6-level wind, wherein the corresponding gust wind speed is 17.8 m/s;
2) checking calculation of stress of No. 0 and No. 1 block bracket
The integral model of the bracket of No. 0 and No. 1 is established by MIDAS calculation software, the structure of the integral model is calculated, the inclined strut and the distribution beam are simulated by beam units, wherein the connection among the inclined strut, the distribution beam and the pier body restrains the translational freedom degree, the weight of the reinforced concrete and the construction load are converted into line load and are added to the top distribution beam, and the wind load of the template and the bracket is converted into concentrated load and line load and are added to the distribution beam, so that the strength and the stability of the inclined strut of the bracket, the maximum combined stress and the maximum shearing stress of the upper chord of the bracket, the maximum combined stress and the stability of the vertical rod of the bracket, the maximum combined stress and the maximum deflection of the middle span distribution beam of the bracket top and the deflection of the bracket all meet;
3) checking calculation of stress of embedded bracket
Tensioning the finish rolling twisted steel by adopting a mode of arranging a bracket on the outer side of a root web, wherein the bracket is composed of steel plates with the thickness of 20mm, and welding seams among the steel plates are groove welding;
the bending stress of the welding seam between the bracket and the web:
shear stress of weld joints between the brackets and the web:
maximum bending stress of a welding seam between the bracket and the web:
prepressing of No. three, 0 and 1 block bracket
In order to ensure the stability and the safety of the bracket, a loading and pre-pressing test is carried out on the bracket after the platform of the bracket is installed, the inelastic deformation is eliminated by simulating the load working condition in the construction state, the elastic deformation is measured, and the elastic deformation value is counted into the pre-camber, so as to ensure that the bottom elevations of the No. 0 and No. 1 block beams meet the design requirements;
the method comprises the following steps that (1) preloading of a bracket is achieved by applying equivalent load to a steel strand through a jack, a settlement observation point is arranged on a bracket platform before preloading, the elevation of the settlement observation point is measured, the load is applied in four stages, and the loading weight is 0 → 50% → 70% → 90% → 110%; after each stage of prestress load is applied, measuring the elevation of a settlement observation point at each stage, and after the full load and 3 days continuously, unloading the settlement after the settlement is less than 3 mm; unloading according to the reverse sequence, and measuring the elevation of the measuring point at each stage; then calculating the deformation of the bracket, and calculating the elastic deformation and the inelastic deformation of the bracket according to the deformation, wherein the elastic deformation of the bracket can be used as a vertical mold pre-arching value;
through the pre-compaction, observe the elastic deformation numerical value that calculates the bracket each point to adjustment beam bottom formwork elevation guarantees that beam section height and linear reach the designing requirement, and beam bottom formwork elevation Hi computational formula is as follows:
h0+ f bracket + fx
In the formula: hi-to-be-cast beam section box bottom elevation;
h0-this point designs the elevation;
f, deformation of the bracket-bracket, loading of inelastic modulus obtained after pressure test;
fx-a deflection calculation value generated by creep, shrinkage, temperature, structural system conversion, second-stage constant load and load influence, and an elastic modulus corrected through actual measurement;
construction of No. four, 0 and 1 blocks
1) Bracket mounting
The bracket embedded steel plate is measured at the pier top for positioning and embedding, the opposite pulling holes at two sides adopt phi 57mm steel pipes with the wall thickness of 1.5mm as sleeves, and phi 32mm steel bars are penetrated in the opposite pulling holes as linings; assembling the brackets on the corresponding pier bottom ground in a single group, then symmetrically installing the brackets by using a tower crane, anchoring the finish rolled deformed steel bars, after 5 groups of the brackets are installed, paving a pad beam on the upper part, installing a sand cylinder for adjusting the elevation of a bottom plate on the pad beam, installing a transverse double-assembled 40a I-shaped steel distribution beam, and installing the pad beam and a longitudinal distribution beam;
2) formwork construction
Outer mold: the steel plate is universal with the hanging basket template, the panel is a 6mm steel plate, the transverse ribs are [10 channel steel and have a distance of 40cm ], the vertical ribs are truss pieces formed by welding [10 channel steel inclined rods, vertical rods and transverse rods, the truss pieces are spaced by 100cm along the bridge direction, the templates are connected through bolts, and the truss and the templates are all connected through M20 bolts;
internal mold: the panel is made of a 6mm steel plate, transverse ribs are made of 10 channel steel, the distance between the transverse ribs is 40cm, vertical belts are made of 10 channel steel, the distance between the transverse ribs is 100cm along the bridge direction, M20 bolts are connected between the templates, and the inner template and the outer template are oppositely pulled by pull rods to fix the section size;
3) construction of steel bar and prestressed pipeline
The main reinforcing steel bars are welded in an electric arc lap joint mode, all the reinforcing steel bars are processed in a centralized mode in a processing field to be made into semi-finished products, the semi-finished products are conveyed to the field to be bound and formed, the longitudinal prestressed pipeline is a galvanized metal corrugated pipe, and a breather pipe for grouting is installed at the high point of the corrugated pipe when the pipeline is installed; the vertical prestressed tendons are phi 32 finish-rolled thread coarse steel bars, the pipelines are pre-embedded by adopting phi 50 iron sheet pipes, the bottoms of the two parallel pipelines are communicated by the pipelines, and when grouting, one pipeline is pressed in and the other pipeline is discharged;
4) concrete construction
The method comprises the following steps of (1) carrying out inspection work on positions and quantity of each reserved and embedded part before concrete pouring, ensuring that the positions and quantity of the embedded parts are accurate, wherein the concrete is high-performance concrete, a pumping mode is adopted, and the water cement ratio, the slump and the pouring sequence layering thickness of the concrete are controlled strictly according to standard requirements in the construction process;
5) stretching and grouting construction
When the age of the concrete reaches 7 days and the strength and elastic modulus reach 90% of the design values, tensioning can be carried out; during tensioning, firstly tensioning the longitudinal prestressed steel strand, then tensioning the transverse prestressed steel strand of the cross beam, and finally tensioning the vertical prestressed steel strand; the prestressed reinforcement is mainly tensioned, and longitudinal prestressed tensioning adopts double control, namely the control is carried out according to the tensioning stress and the stretching amount.
3. The construction method of the bracket of the No. 0 and the No. 1 high-pier continuous steel bridge according to claim 1 or 2, characterized in that the two symmetrical brackets are arranged on the two sides of the pier body (12), the upper and the lower cross beams (10) are connected between the two brackets to form the bracket of the No. 0 and the No. 1 high-pier continuous steel bridge, wherein the bracket on the upper side of the pier body forms the bracket of the No. 0 high-pier continuous steel bridge, the bracket of the bracket part forms the bracket of the No. 1 high-pier continuous steel bridge, each bracket is formed by a middle cross bar (1), a vertical bar (2) and an inclined bar (3), one transverse end of the middle cross bar (1) is anchored on the pier body (12), the lower part of the other end of the middle cross bar (1) is anchored with the inclined upper end of the inclined bar (3), the lower end of the inclined bar (3) is anchored with the pier body (12), the vertical bar (2) parallel to the pier body (12) is arranged between the middle cross bar (1) and the inclined, the bracket structure of the triangular bracket is formed, a sand cylinder (5) is arranged on the upper part of the outer end of a middle cross rod (1) through a pad beam (4), a vertical distribution beam (9) is arranged on the sand cylinder (5), the upper end of the vertical distribution beam (9) is supported on the bottom surface of a transverse distribution beam (6) through an inclined cushion block (11), a bottom die (8) is arranged on the transverse distribution beam (6), and a walking platform (7) is arranged on the outer end of the transverse distribution beam (6).
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| CN111910522A (en) * | 2020-08-05 | 2020-11-10 | 中建隧道建设有限公司 | Active jacking auxiliary support construction system for beam-arch combined rigid frame lower chord arch support |
| CN112502046A (en) * | 2020-11-30 | 2021-03-16 | 四川路航建设工程有限责任公司 | Construction method for cast-in-place continuous beam 0-1# segment of Y-shaped support frame |
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| CN113338164A (en) * | 2021-04-30 | 2021-09-03 | 中铁十局集团第五工程有限公司 | 0# block bolting bracket structure of double-limb thin-wall high-pier rigid-frame continuous beam |
| CN113882277A (en) * | 2021-11-12 | 2022-01-04 | 中铁三局集团第五工程有限公司 | Rotary bridge construction structure in high pier |
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| CN114086473A (en) * | 2021-11-10 | 2022-02-25 | 中铁四局集团第五工程有限公司 | High pier cast-in-place beam support and construction method thereof |
| CN114108499A (en) * | 2021-12-01 | 2022-03-01 | 中国铁建大桥工程局集团有限公司 | Suspended casting beam reference section hinged type triangular bracket combined hanging basket integrated device and construction method thereof |
| CN114657882A (en) * | 2022-03-25 | 2022-06-24 | 南通大学 | Super-huge type 0# block cast-in-place box girder bracket structure and mounting method thereof |
| CN114960433A (en) * | 2022-05-16 | 2022-08-30 | 中国十九冶集团有限公司 | Construction method for pouring working block at top of pier of steel bridge |
| CN115369715A (en) * | 2022-09-14 | 2022-11-22 | 云南楚姚高速公路有限公司 | Bridge-tunnel connection traffic safety protection device and application thereof |
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| CN112502046A (en) * | 2020-11-30 | 2021-03-16 | 四川路航建设工程有限责任公司 | Construction method for cast-in-place continuous beam 0-1# segment of Y-shaped support frame |
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| CN113338164A (en) * | 2021-04-30 | 2021-09-03 | 中铁十局集团第五工程有限公司 | 0# block bolting bracket structure of double-limb thin-wall high-pier rigid-frame continuous beam |
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| CN114108499A (en) * | 2021-12-01 | 2022-03-01 | 中国铁建大桥工程局集团有限公司 | Suspended casting beam reference section hinged type triangular bracket combined hanging basket integrated device and construction method thereof |
| CN114657882A (en) * | 2022-03-25 | 2022-06-24 | 南通大学 | Super-huge type 0# block cast-in-place box girder bracket structure and mounting method thereof |
| CN114960433A (en) * | 2022-05-16 | 2022-08-30 | 中国十九冶集团有限公司 | Construction method for pouring working block at top of pier of steel bridge |
| CN115369715A (en) * | 2022-09-14 | 2022-11-22 | 云南楚姚高速公路有限公司 | Bridge-tunnel connection traffic safety protection device and application thereof |
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Application publication date: 20200728 |