CN115075143B - Bridge tower column construction method - Google Patents
Bridge tower column construction method Download PDFInfo
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- CN115075143B CN115075143B CN202210798103.1A CN202210798103A CN115075143B CN 115075143 B CN115075143 B CN 115075143B CN 202210798103 A CN202210798103 A CN 202210798103A CN 115075143 B CN115075143 B CN 115075143B
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- 238000010276 construction Methods 0.000 title claims abstract description 121
- 229910000831 Steel Inorganic materials 0.000 claims description 74
- 239000010959 steel Substances 0.000 claims description 74
- 238000000034 method Methods 0.000 claims description 26
- 238000009434 installation Methods 0.000 claims description 15
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 14
- 239000002344 surface layer Substances 0.000 claims description 9
- 230000009194 climbing Effects 0.000 claims description 8
- 239000002023 wood Substances 0.000 claims description 3
- 238000013461 design Methods 0.000 description 8
- 239000010410 layer Substances 0.000 description 6
- 238000004873 anchoring Methods 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 5
- 238000003466 welding Methods 0.000 description 4
- 238000009415 formwork Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 238000012797 qualification Methods 0.000 description 2
- 238000007493 shaping process Methods 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 229910003460 diamond Inorganic materials 0.000 description 1
- 239000010432 diamond Substances 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- Engineering & Computer Science (AREA)
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a bridge tower column construction method which comprises a lower tower column first section construction step, a lower tower column second section construction step, a lower tower column other section construction step, a beam construction step, a middle tower column first section construction step, a middle tower column second section construction step, a middle tower column other section construction step, a folding section construction step and an upper tower column construction step.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a bridge tower column construction method.
Background
The cable-stayed bridge is one of the most popular bridge types of large-diameter bridges in China.
Up to now, there are thirty or more cable-stayed bridges built or under construction, of which the number of large-span concrete-based cable-stayed bridges is the first in the world.
A cable-stayed bridge, also called a diagonal bridge, is a bridge in which a main girder is pulled on a bridge tower column by a plurality of pull ropes. The structure system is formed by combining a tower column bearing pressure, a guy cable bearing tension and a beam body mainly bearing pressure, and can be regarded as a continuous beam with a plurality of flexible supports, wherein the bridge pier is replaced by a stay cable.
The cable-stayed bridge is used as a inhaul cable system, has larger spanning capacity than a beam-type bridge, and is the most main bridge type of a large-span bridge. The cable-stayed bridge mainly comprises a bridge tower, stay ropes and main beams. Up to now, there are thirty or more cable-stayed bridges built or under construction, of which the number of large-span concrete-based cable-stayed bridges is the first in the world.
The method comprises the steps that a Loxi bridge is widened, 4 main towers are used as engineering main bridges, a variable diamond bridge tower is adopted as the main towers of the cable-stayed bridge, 48 stay cables are arranged on each main tower, the cable distance on the tower is 2 meters, 192 stay cables are arranged on the whole bridge, the structural dimension angle of each stay cable guide pipe anchoring area is changed in a special-shaped mode, therefore, the processing dimensions of templates of each stay cable anchoring area of each main tower are different models, the positioning and installation of cable guide pipes and the acceptance inspection of reinforcing steel bars in the anchoring areas are finished according to the traditional construction process procedures, the templates are installed at the beginning, the field stay cable anchoring area loose splicing template engineering amount is large, the field splicing integral templates cannot be repeatedly utilized to the next tower column construction and the same tower column on the left side, the right side, the south side and the north side of the field splicing integral templates cannot be repeatedly utilized, the construction period is tight, the field loose splicing template tower crane has high utilization rate, the overhead operation time of a worker is long, the field loose splicing installation safety and the safety and operability are poor, the reinforcing steel bar protection layer is low, the labor cost is high, and the like.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention aims to provide a bridge tower column construction method which can effectively reduce construction time and labor cost.
The invention adopts the following technical scheme:
a construction method of a bridge tower column, the tower column consists of an upper tower column, a middle tower column, a lower tower column and a cross beam, and comprises the following steps:
The construction steps of the first section of the lower tower column are as follows: providing a plurality of stiff frameworks and main tower framework sections, embedding the plurality of stiff frameworks into a bearing platform at the bottom of a lower tower column, erecting a template assembly by utilizing stiff framework positioning steel bars, simultaneously splicing and fixing the main tower framework sections on the stiff frameworks along the axis of the lower tower column in sequence, pouring concrete into the template assembly, and removing the template assembly after the concrete in the template assembly reaches standard strength;
And (3) constructing a second section of the lower tower column: connecting a high stiffness framework along the longitudinal axis direction of the lower tower column, synchronously erecting a template assembly by utilizing the stiffness framework positioning steel bars, performing concrete pouring construction on the next section of the lower tower column, and removing the template assembly after the concrete in the template assembly reaches the standard strength;
The construction steps of the rest sections of the lower tower column are as follows: repeating the construction step of the second section of the lower tower column until the lower tower column is formed;
And the construction step of the cross beam comprises the following steps: embedding bracket brackets in the lower tower column, arranging bearing beams on the bracket brackets, arranging bottom molds on the bearing beams, arranging hydraulic climbing molds on two sides of the bottom molds as side molds, pouring concrete into the bottom molds, and removing the bottom molds and the side molds after the concrete in the bottom molds is molded;
The construction step of the first section of the middle tower column comprises the following steps: embedding a plurality of stiff frameworks into a beam, erecting a template assembly by utilizing stiff framework positioning steel bars, simultaneously splicing and fixing main tower framework sections on the stiff frameworks in sequence along the axis of the middle tower column, pouring concrete into the template assembly, and removing the template assembly after the concrete in the template assembly reaches standard strength;
and the construction step of the second section of the middle tower column comprises the following steps: connecting a high-stiffness framework along the longitudinal axis direction of the middle tower column, synchronously erecting a template assembly by utilizing the positioning steel bars of the high-stiffness framework, performing concrete pouring construction on the next section of the lower tower column, and removing the template assembly after the concrete in the template assembly reaches the standard strength;
the construction steps of the rest sections of the middle tower column are as follows: repeating the construction step of the second section of the middle tower column until the middle tower column is formed;
and the construction step of the folding section comprises the following steps: embedding bracket brackets at opposite sides of the two middle tower columns, arranging bearing beams on the bracket brackets, installing distribution beams on the bearing beams, paving closure section bottom molds on the surfaces of the distribution beams, pouring concrete into the closure section bottom molds, and removing the closure section bottom molds, the distribution beams and the bearing beams after the concrete in the template assembly reaches standard strength;
And (3) the construction step of the upper tower column: embedding a plurality of stiffness frameworks into a bearing platform at the bottom of a lower tower column, utilizing stiffness framework positioning steel bars to set up a special-shaped template assembly, simultaneously splicing and fixing main tower framework sections along the axis of the lower tower column on the stiffness frameworks in sequence, pouring concrete into the special-shaped template assembly, and after the concrete in the template assembly reaches standard strength, removing the special-shaped template assembly, and forming the tower column.
Further, the template assembly and the special-shaped template assembly are formed by splicing a plurality of templates.
Further, before the step of constructing the upper tower column, after the step of constructing the folding section, a step of forming a special-shaped template assembly is further included, and in the step of forming the special-shaped template assembly, a plurality of templates are spliced into the special-shaped template assembly.
Further, before the first section construction step of the lower tower column, a template forming step is further included, and in the template assembly forming step, a plurality of templates are spliced into the template assembly.
And further, a bearing platform construction step is further included before the first section construction step of the lower tower column, in the bearing platform construction step, the construction plane position of the tower column is positioned through a total station, a bearing platform is poured, after the bearing platform pouring is completed, a surface layer reinforcing steel bar is arranged on the surface of the bearing platform, an edge contour line of the bottom of the lower tower column is lofted on the surface layer reinforcing steel bar by using the total station, and a steel plate is welded on the surface layer reinforcing steel bar.
Further, in the step of bearing platform construction, the method further comprises the step of lofting an edge contour line of the bottom of the tower column on the main pier bearing platform again after the bearing platform construction pouring is completed, and the method is used for binding tower column steel bars and installing tower root templates.
Further, after the tower root template is installed in place in the bearing platform construction step, coordinates of two intersection points of the characteristic points corresponding to the top and the bottom of the tower root template and the same vertical plane are measured, plane coordinates are calculated, and the verticality of the installation of the tower root template can be obtained by utilizing the height of the tower root template.
Further, after the step of constructing the upper tower column, the method further comprises the step of constructing an anti-falling object platform, wherein in the step of constructing the anti-falling object platform, the anti-falling object platform consists of profile steel, a steel plate and a wood plate and is connected with the side wall of the tower column through an embedded part.
Compared with the prior art, the invention has the beneficial effects that:
According to the invention, the required template assembly is spliced and formed in a factory, rather than on-site splicing and forming when a bridge is poured, so that the whole template assembly can be lifted to the pouring position at one time during lifting, the templates forming the template assembly are not required to be manually spliced after being lifted to the pouring position for multiple times, the construction time and the labor cost are saved, the qualification rate of the on-site reinforcement protection layer is improved, the template and the reinforcement protection layer are prevented from being bumped in the process of splicing the template assembly, the on-site template is simple and convenient to install, the safety operability is high, the pull rod installation efficiency is higher, and the overhead operation time of the inner cavity of the tower is reduced.
Drawings
FIG. 1 is a flow chart of a method of constructing a bridge tower in accordance with the present invention;
FIG. 2 is a schematic diagram of a construction method of a bridge tower column according to the present invention;
The diagram is: 1. a step of molding a template assembly; 2. a first section construction step of lower tower column; 3. a second section construction step of the lower tower column; 4. constructing the rest sections of the lower tower column; 5. a beam construction step; 6. a first section of the middle tower column is constructed; 7. constructing a second section of the middle tower column; 8. constructing the rest sections of the middle tower column; 9. a folding section construction step; 10. a step of forming the special-shaped template assembly; 11. a step of tower column loading construction; 12. a stiff skeleton; 13. a lower tower column; 14. a middle tower column; 15. a cross beam; 16. a folding section; 17. and (5) loading a tower column.
Detailed Description
The present invention will be further described with reference to the accompanying drawings and detailed description, wherein it is to be understood that, on the premise of no conflict, the following embodiments or technical features may be arbitrarily combined to form new embodiments.
In the description of the present invention, it should be understood that the terms "upper," "lower," "front," "rear," "left," "right," "top," "bottom," "inner," "outer," and the like indicate or are based on the orientation or positional relationship shown in the drawings, merely to facilitate description of the present invention and to simplify the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present invention.
As shown in fig. 1, the invention discloses a bridge tower construction method, wherein the tower comprises an upper tower column 17, a middle tower column 14, a lower tower column 13 and a cross beam 15, wherein the upper tower column 17, the middle tower column 14 and the lower tower column 13 are respectively provided with two, and the method comprises the following steps:
And a first section of the lower tower column is constructed in a step 2: providing a plurality of stiff frameworks 12 and main tower framework sections, embedding the plurality of stiff frameworks 12 into a bearing platform at the bottom of a lower tower column 13, utilizing the stiff frameworks 12 to position steel bars, erecting a template assembly, simultaneously splicing and fixing the main tower framework sections on the stiff frameworks 12 along the axis of the lower tower column 13 in sequence, pouring concrete into the template assembly, and removing the template assembly after the concrete in the template assembly reaches standard strength;
Specifically, when carrying out the first section construction step 2 of lower column, build the scaffold frame in the cushion cap outside of column bottom and be used for supplementary construction, the template assembly that will need use simultaneously is splice the shaping at the mill, and splice the shaping at the scene when the bridge is pour, make the hoist can once only promote whole template assembly to pouring the position, and need not to divide the template that constitutes the template assembly to lift to pouring the position after many times, the manual work is assembled again, construction time and cost of labor have been saved, improve on-the-spot reinforcement layer qualification rate, avoid assembling the in-process of template assembly, the template collides with the reinforcement layer, on-the-spot template simple installation is strong with safe operability and pull rod installation and template reinforcement efficiency are higher, reduce tower inner chamber overhead operation time.
When the stiff frameworks 12 are installed, the stiff frameworks 12 are lifted to a bearing platform and then are temporarily fixed, the control precision is measured by a total station, the stiff frameworks 12 and the bearing platform are welded and fixed after positioning, adjacent frameworks are welded into a whole by connecting angle steel, and then transverse links between the transverse bridges and the stiff frameworks 12 on the inner side and the outer side of the tower are welded to form a main tower framework section. The installation and lengthening of the stiffness framework 12 are carried out according to the installation section length of the tower column steel bars, so that the steel bars are convenient to install and position. Before the stiff framework 12 is installed, measuring, lofting and accurate positioning are carried out, the installation error is controlled to be 0-2 cm, the rest sections of stiff frameworks 12 are installed after the previous section of concrete is poured, the upper end of the previous section is taken as a reference, the template assembly comprises an inner template and an outer template, when the first section of the lower tower column 13 is built, the inner template is placed on the outer side of a frame formed by building a plurality of stiff frameworks 12 and main tower framework sections, the outer template is arranged on the outer side of the inner template to enclose a concrete cavity for pouring concrete, after the concrete is poured to reach the strength, the inner template and the outer template are removed, and the construction of the second section of the lower tower column 13 is continued;
And a second section construction step 3 of the lower tower column: connecting a high stiffness framework 12 along the longitudinal axis direction of the lower tower column 13, positioning steel bars by utilizing the stiffness framework 12, synchronously erecting a template assembly, performing concrete pouring construction on the next section of the lower tower column 13, and removing the template assembly after the concrete in the template assembly reaches standard strength;
After the construction of the tower column in the second stage is completed, the scaffold is dismantled, and a hydraulic climbing formwork is installed so as to facilitate the construction of the rest sections of the lower tower column 13;
and (4) constructing the rest sections of the lower tower column: repeating the construction step 3 of the second section of the lower tower column until the lower tower column 13 is formed;
And (5) beam construction: embedding bracket brackets in the lower tower column 13, arranging bearing beams on the bracket brackets, arranging bottom molds on the bearing beams, arranging hydraulic climbing molds on two sides of the bottom molds as side molds, pouring concrete into the bottom molds, and removing the bottom molds and the side molds after the concrete in the bottom molds is molded; the beam 15 is arranged to connect the two lower tower columns 13 into a whole, so that the strength of the tower columns is improved;
In the embodiment, the beam 15 is a (38) beam 19-phi s15.2mm high-strength low-relaxation prestress steel strand bundle arranged in a prestress concrete structure, the section is 2.5m high, the beam 15 and the lower tower columns 13 on two sides are connected into a whole, when the beam 15 is constructed, a pre-buried bracket method is adopted for construction, firstly, steel plates are pre-buried on the inner wall of the tower columns, the thickness is 2cm, anchoring ribs are arranged behind the steel plates, and the center distance between the pre-buried steel plates is about 2 m. Then welding 2I45b brackets on the pre-buried steel plates, arranging transverse bridge-to-2I 45b spandrel girders, arranging 25b I-steel distribution girders on the spandrel girders, arranging bottom molds on the distribution girders, matching with templates on hydraulic climbing molds on two sides, pouring concrete into the bottom molds to form a cross beam 15 blank body, tensioning the cross beam 15 blank body when the strength and the elastic molds of the cross beam 15 blank body reach more than 90% and the life of the cross beam 15 blank body is not less than 7d, tensioning the two ends of the cross beam 15 blank body, and sequentially and symmetrically tensioning the tensioning sequence according to the sequence from the middle to the top, and carrying out construction of the middle tower column 14 after tensioning and forming;
And a first section of the middle tower column is constructed in a step 6: providing a plurality of stiff frameworks 12 and main tower framework sections, embedding the plurality of stiff frameworks 12 into a beam 15, erecting a template assembly by utilizing positioning steel bars of the stiff frameworks 12, simultaneously splicing and fixing the main tower framework sections on the stiff frameworks 12 along the axis of the middle tower column 14 in sequence, pouring concrete into the template assembly, and removing the template assembly after the concrete in the template assembly reaches standard strength;
And a second section construction step 7 of the middle tower column: connecting a high stiffness framework 12 along the longitudinal axis direction of the middle tower column 14, positioning steel bars by utilizing the stiffness framework 12, synchronously erecting a template assembly, performing concrete pouring construction on the next section of the lower tower column 13, and removing the template assembly after the concrete in the template assembly reaches standard strength;
and (8) constructing the rest sections of the middle tower column: repeating the construction step 7 of the second section of the middle tower column;
In the construction process of each section of the middle tower column 14, because the two tower columns incline inwards relatively, in order to avoid overlarge transverse horizontal displacement and tensile stress at the root of the tower column caused by construction load and self weight of the tower column, a horizontal transverse strut is required to be arranged at intervals along with the construction of the middle tower column 14 to be fixedly connected with the tower column, a certain active horizontal thrust is applied to the middle tower column 14, specifically, at least 3 to steel pipe transverse struts are sequentially arranged between the two middle tower columns 14 along the axial direction of the middle tower column 14, each of the 1 st and 2 nd steel pipe transverse struts consists of 2 phi 800 steel pipes, the 3 rd horizontal transverse strut is replaced by a bottom beam of a closure section 16 of the tower column, and the designed jacking force values are respectively 100T, 50T and 50T. During installation, 2 jacks of 100t are arranged on each layer of horizontal support, jacking force is synchronously applied to one end of each steel pipe cross support, and two steel pipe cross supports are synchronously pushed to proper tonnage so as to better control the line type of the tower column, and meanwhile, the internal force of the tower column meets the construction requirement. When the horizontal opposite support applies the pushing force, the deflection of the steel pipe cross support and the deformation condition of the tower column are observed, after the pushing force meets the requirement, the pushing force is stopped, the steel pipe cross support is welded and fixed by using a connecting steel plate, and then the oil return unloading of the jack is removed.
Preferably, in order to ensure the same direction when the steel pipe cross brace is installed, the whole ground prefabrication set of hoisting is adopted in the embodiment, namely, the whole hoisting is carried out after the steel pipe cross brace is assembled, and the main tower crane is adopted as the hoisting equipment. Before the cross brace is installed, the inner sides of the two tower columns are required to be installed with a construction operation platform and a channel is arranged between the construction channel and the cross brace for connection. The steel pipe cross brace should set up the support bed-jig when steel construction mill is manufactured, guarantees the straightness accuracy of steel pipe, and terminal surface inclination keeps unanimous with the column inner side slope.
And welding lifting points according to a design drawing, allowing the lifting of the steel pipe cross brace to be installed after the quality of the welding line is checked to be qualified, primarily limiting by bolts after the steel pipe cross brace is lifted in place, and screwing after leveling and aligning.
In addition, two-point hoisting is required for the installation of the steel pipe wale by the tower crane. The hoisting is carried out in a period of sunny weather and smaller wind power, and the hoisting work of the steel pipe cross brace cannot be carried out when the wind power is more than 6 levels. The steel pipe of the steel pipe transverse support should be ensured to be horizontal during hoisting, and a cable rope is arranged at the end part of the steel pipe.
When two steel pipe crossbrace supports in the same track are installed in place, a period of stable air temperature (the design calculation assumes that the temperature is 15 ℃) is selected to apply the jacking force, so that the influence of sunlight is avoided. 2 jacks of 100t are arranged on each transverse support. The jack is calibrated in advance, and the classification pressure is calculated according to the required applied jacking force. The classification pressure was made in accordance with a 10Mpa step difference, and the last four stages near the design thrust were made in accordance with a 5Mpa step difference.
Before the pushing force is applied, the initial line shape of the tower column is observed and recorded. The jacking force is mainly controlled according to the line shape in the pouring process of the tower column, the internal force is controlled to be auxiliary (the allowable range is not exceeded, and the stress monitoring of the concrete is carried out by a main bridge monitoring unit). And (3) grading, applying a pushing force, and when the pushing force is applied to the fourth stage, observing the column line shape again and comparing the column line shape with the initial line shape. And stopping pushing when the offset is consistent with the design value, if the offset is still smaller than the design value, continuing to apply force by using the jack, reducing the pressure level difference, taking the matching of the offset and the design value as a control criterion, stopping pushing until the offset is consistent with the design value, welding and fixing the steel pipe cross brace by using a connecting steel plate, and then unloading and dismantling oil return of the jack to perform construction capable of continuing to fold the section 16.
And 9, construction of a folding section: embedding bracket brackets at one side of the two middle tower columns 14 in opposite directions, arranging bearing beams on the bracket brackets, installing distribution beams on the bearing beams, paving bottom molds of the folding sections 16 on the surfaces of the distribution beams, pouring concrete into the bottom molds of the folding sections 16, and removing the bottom molds of the folding sections 16, the distribution beams and the bearing beams after the concrete in the template assembly reaches standard strength;
Specifically, in the construction step 9 of the folding section, the hydraulic climbing formwork is moved to the vicinity of the folding section 16, 2I45b steel bracket embedded steel plates (i.e. bracket brackets) are arranged at the corresponding sections of the main tower, 4 bracket brackets are arranged at one side of a single tower column, 8 brackets are counted, after the hydraulic climbing formwork is poured into the previous section, the inner side climbing frame upper frame body is removed firstly, the inner side main platform and the hanging platform are removed after the bracket brackets are welded, 2I45b I-steel spandrel girders are arranged on the bracket brackets along the length direction of the bridge, I25b I-steel distribution girders are arranged on the upper transverse girders, and 11 groups of arc-shaped supporting frames are arranged on the upper transverse girders (the supporting frames are all welded into a whole by adopting channel steel, and the distance is 60 cm).
After the bracket is erected, a 6mm thick steel plate is adopted as a 16 bottom die of the folding section to be paved on the top surface of the bracket, and the next working procedure construction is started after the requirement is met.
And (3) dismantling the support of the folding section 16, embedding 6 phi 6cmPVC pipes on the top surface during construction of the folding section 16, fixing the bottom die by using a chain block and a steel wire rope, disassembling the arc-shaped support frame, and lowering the bottom die and dismantling. And then removing the rest components by using a winch and a tower crane.
And (3) a tower column loading construction step 11: burying a stiff framework 12 into a bearing platform at the bottom of a lower tower column 13, utilizing the stiff framework 12 to position reinforcing steel bars, erecting a special-shaped template assembly, simultaneously splicing and fixing main tower framework sections along the axis of the lower tower column 13 on the stiff framework 12 in sequence, pouring concrete into the special-shaped template assembly, and after the concrete in the template assembly reaches standard strength, removing the special-shaped template assembly, and forming the tower column.
Preferably, the tower construction adopts a stiff framework 12 in order to ensure the erection rigidity of the tower steel bars. The stiffness skeleton 12 has a standard height of 4.5m. The stiff framework 12 of the lower tower column 13 adopts 6 upright posts, the middle tower column 14 adopts 4 upright posts, and the upper tower column 17 adopts 8 upright posts; the framework upright post adopts L75 multiplied by 5 angle steel as a main stress rod, and a link rod between the upright posts adopts L50 multiplied by 5 angle steel and phi 20 steel bar; the truss link rod between the upright posts adopts L50 multiplied by 5 angle steel as a main parallel connection; phi 20 steel bars are used as stiffening bars.
The sectional heights of the stiff frameworks 12 are determined according to the sectional heights of the tower columns, the height of the first section of stiff frameworks 12 is 5.0m, the heights of the rest sections of stiff frameworks 12 are equal to the concrete pouring height of the tower column of the section, and the elevation of the top surface of the stiff frameworks 12 is 20cm higher than that of the top surface of the tower column of the section. The overall layout of the stiff skeleton 12 is shown in fig. 2:
The method comprises the steps of tower construction and cable duct installation, wherein in the cable duct installation step, the cable duct is cut and processed in a mode of an embedded pipe, the cable duct is recovered to be original after the tower construction is completed, the embedded pipe adopts a No. 20 hot-rolled seamless steel pipe, two ends of the steel pipe are required to be polished after being cut, the inner side of an outlet end is required to be polished into an arc surface, and the inclined inhaul cable is prevented from being damaged.
When the cable duct is installed, the cable duct is required to be measured and positioned, the rough position of the cable duct is released on the stiff framework 12, a chain block is hung, the cable duct is initially positioned, then 1 total station is adopted to measure coordinates of central points of upper and lower openings of the cable duct in three-dimensional coordinates, the chain block is utilized to accurately adjust the deviation of the cable duct, the standard and design requirements are met, the level of angle steel at the central points of the upper and lower openings is ensured in the adjusting process, and finally the cable duct and the stiff framework 12 are firmly welded.
In addition, because the bridge tower column construction method is used for bridge extension construction, the old bridge is very close to the new bridge, and on the basis of normal traffic, the method further comprises an anti-falling object platform construction step, in the anti-falling object platform construction step, the anti-falling object platform consists of profile steel, steel plates and wood plates, and is connected with the side wall of the tower column through the embedded part, so that an object falling off during the construction of the tower column can fall onto the platform without falling onto the old bridge to cause damage.
Preferably, a bearing platform construction step is further included before the first section construction step 2 of the lower tower column, in the bearing platform construction step, the construction plane position of the tower column is located through a total station so as to determine the bearing platform position, a bearing platform is poured, surface layer steel bars are arranged on the surface of the bearing platform after the bearing platform pouring is completed, the edge contour line of the bottom of the lower tower column 13 is lofted on the surface layer steel bars through the total station, and a steel plate is welded on the surface layer steel bars and used for controlling the pre-buried position of the steel bars of the lower tower column 13.
In this embodiment, the polar coordinate method is used to locate the construction plane position of the tower and the edge contour line of the bottom of the lower tower 13.
Preferably, in the step of construction of the bearing platform, the method further comprises the step of lofting an edge contour line of the bottom of the tower column on the bearing platform of the main pier after construction and pouring of the bearing platform are finished, and the edge contour line is used for binding reinforcing steel bars of the tower column and installing a tower root template.
Preferably, after the tower root template is installed in place, coordinates of two intersection points of the characteristic points corresponding to the top and bottom surfaces of the tower root template and the same vertical plane are measured, plane coordinates are calculated, and the verticality of the installation of the tower root template can be obtained by utilizing the height of the tower root template.
Preferably, the method further comprises a step of positioning the construction elevation of the tower column, wherein the main tower Shi Gongfen sections are carried out, the length of each section is about 4.5 meters, the lofting is to be carried out by adopting a method of a common level gauge and a suspension steel tape, and the elevation at four corner points is mainly controlled. In order to control the accumulation of the elevation lofting errors, a method of measuring an average value for a plurality of times by a precise level gauge is adopted for each construction of 5-7 segments, and the elevation of a leveling point on a tower is precisely measured and used as a foundation for the subsequent construction elevation lofting.
The above embodiments are only preferred embodiments of the present invention, and the scope of the present invention is not limited thereto, but any insubstantial changes and substitutions made by those skilled in the art on the basis of the present invention are intended to be within the scope of the present invention as claimed.
Claims (8)
1. The bridge tower column construction method is characterized in that the tower column consists of an upper tower column, a middle tower column (14), a lower tower column (13) and a cross beam (15), and the method comprises the following steps:
The first section of the lower tower column is constructed in the step (2): providing a plurality of stiff frameworks (12) and main tower framework sections, burying the stiff frameworks (12) into a bearing platform at the bottom of a lower tower column (13), utilizing the stiff frameworks (12) to position reinforcing steel bars, erecting a template assembly, simultaneously splicing and fixing the main tower framework sections on the stiff frameworks (12) along the axis of the lower tower column (13) in sequence, pouring concrete into the template assembly, and removing the template assembly after the concrete in the template assembly reaches standard strength;
And (3) constructing a second section of the lower tower column: connecting a high stiffness framework (12) along the longitudinal axis direction of the lower tower column (13), positioning steel bars by utilizing the stiffness framework (12), synchronously erecting a template assembly, performing concrete pouring construction on the next section of the lower tower column (13), and removing the template assembly after the concrete in the template assembly reaches standard strength;
and (4) constructing the rest sections of the lower tower column: repeating the construction step (3) of the second section of the lower tower column until the lower tower column (13) is formed;
And (5) constructing a cross beam: embedding bracket brackets in a lower tower column (13), arranging bearing beams on the bracket brackets, arranging a bottom die on the bearing beams, arranging hydraulic climbing dies on two sides of the bottom die as side dies, pouring concrete into the bottom die, and removing the bottom die and the side dies after the concrete in the bottom die is molded;
The first section construction step (6) of the middle tower column is as follows: embedding a plurality of stiff frameworks (12) into a beam (15), erecting a template assembly by utilizing the stiff frameworks (12) to position reinforcing steel bars, splicing and fixing main tower framework sections on the stiff frameworks (12) along the axis of the middle tower column (14) in sequence, pouring concrete into the template assembly, and removing the template assembly after the concrete in the template assembly reaches standard strength;
and (7) constructing a second section of the middle tower column: connecting a high stiffness framework (12) along the longitudinal axis direction of the middle tower column (14), positioning steel bars by utilizing the stiffness framework (12), synchronously erecting a template assembly, then performing concrete pouring construction on the next section of the lower tower column (13), and after the concrete in the template assembly reaches standard strength, removing the template assembly;
The construction step (8) of the rest sections of the middle tower column is as follows: repeating the construction step (7) of the second section of the middle tower column until the middle tower column (14) is formed;
And (3) a folding section construction step (9): embedding bracket brackets at opposite sides of the two middle tower columns (14), arranging bearing beams on the bracket brackets, installing distribution beams on the bearing beams, paving bottom molds of the folding sections (16) on the surfaces of the distribution beams, pouring concrete into the bottom molds of the folding sections (16), and removing the bottom molds of the folding sections (16), the distribution beams and the bearing beams after the concrete in the template assembly reaches standard strength;
and (3) an upper tower column construction step (11): burying a plurality of stiffness frameworks (12) into a bearing platform at the bottom of a lower tower column (13), utilizing the stiffness frameworks (12) to position reinforcing steel bars, erecting a special-shaped template assembly, simultaneously splicing and fixing main tower framework sections along the axis of the lower tower column (13) on the stiffness frameworks (12) in sequence, pouring concrete into the special-shaped template assembly, and after the concrete in the template assembly reaches standard strength, removing the special-shaped template assembly, and forming the tower column.
2. The bridge tower construction method according to claim 1, wherein: the template assembly and the special-shaped template assembly are formed by splicing a plurality of templates.
3. The bridge tower construction method according to claim 1, wherein: before the upper tower column construction step (11), after the closure section construction step (9), a special-shaped template assembly forming step (10) is further included, and in the special-shaped template assembly forming step (10), a plurality of templates are spliced into the special-shaped template assembly.
4. The bridge tower construction method according to claim 1, wherein: and (2) before the first section construction step (2) of the lower tower column, a template forming step is further included, and in the template assembly forming step (1), a plurality of templates are spliced into the template assembly.
5. The bridge tower construction method according to claim 1, wherein: and (3) before the first section construction step (2) of the lower tower column, a bearing platform construction step is further included, in the bearing platform construction step, the construction plane position of the lower tower column is positioned through a total station, a bearing platform is poured, after the bearing platform is poured, a surface layer reinforcing steel bar is arranged on the surface of the bearing platform, and an edge contour line of the bottom of the lower tower column (13) is lofted on the surface layer reinforcing steel bar by using the total station, so that a steel plate is welded on the surface layer reinforcing steel bar.
6. The bridge tower construction method according to claim 5, wherein: and in the construction step of the bearing platform, the method further comprises the step of lofting the edge contour line of the bottom of the tower column on the main pier bearing platform again after the construction and pouring of the bearing platform are finished, and the method is used for binding reinforcing steel bars of the tower column and installing a tower root template.
7. The bridge tower construction method according to claim 6, wherein: and after the tower root template is installed in place, measuring coordinates of two intersection points of the characteristic points corresponding to the top and bottom surfaces of the tower root template and the same vertical plane, calculating plane coordinates, and obtaining the verticality of the installation of the tower root template by utilizing the height of the tower root template.
8. The bridge tower construction method according to claim 1, wherein: after the step (11) of constructing the upper tower column, the method further comprises the step of constructing an anti-falling object platform, wherein in the step of constructing the anti-falling object platform, the anti-falling object platform consists of profile steel, a steel plate and a wood plate, and the anti-falling object platform is connected with the side wall of the tower column through an embedded part.
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| CN101122115A (en) * | 2007-08-03 | 2008-02-13 | 中铁一局集团有限公司 | Construction method for tower crane shift |
| CN106522104A (en) * | 2016-12-21 | 2017-03-22 | 中铁四局集团有限公司 | Construction method of curved-surface arc-shaped concrete tower |
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| KR100319302B1 (en) * | 1999-02-25 | 2002-01-04 | 구마모토 마사히로 | Steel excellent in anticorrosion and steel structures thereof |
| CN110184941B (en) * | 2019-06-24 | 2020-11-06 | 安徽省公路桥梁工程有限公司 | Bridge main tower construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101122115A (en) * | 2007-08-03 | 2008-02-13 | 中铁一局集团有限公司 | Construction method for tower crane shift |
| CN106522104A (en) * | 2016-12-21 | 2017-03-22 | 中铁四局集团有限公司 | Construction method of curved-surface arc-shaped concrete tower |
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