CN112878197A - Cast-in-place construction method for concrete beam self-supporting method of cable-stayed bridge - Google Patents
Cast-in-place construction method for concrete beam self-supporting method of cable-stayed bridge Download PDFInfo
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- CN112878197A CN112878197A CN202110039094.3A CN202110039094A CN112878197A CN 112878197 A CN112878197 A CN 112878197A CN 202110039094 A CN202110039094 A CN 202110039094A CN 112878197 A CN112878197 A CN 112878197A
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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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed 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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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
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Abstract
The invention discloses a self-supporting method cast-in-place construction method for a concrete beam of a cable-stayed bridge, which relates to the technical field of bridge construction and comprises the following steps: the method comprises the following steps: horizontally dividing a cross beam to be constructed into a lower cross beam layer and an upper cross beam layer; step two: constructing a beam support; step three: pouring a lower crossbeam layer, and stretching and pressing a grouting part of prestressed bundles when the strength of concrete of the lower crossbeam layer reaches 100% of the strength of the lower crossbeam layer, so that the lower crossbeam layer forms a stable structure; step four: and (5) pouring an upper beam layer, and tensioning and grouting the residual prestressed tendons to finish the beam construction. The invention divides the beam into an upper layer and a lower layer for construction, and the lower layer beam is firstly tensioned and grouted to form a part of prestressed bundles, thereby realizing self-weighing in the beam construction process, reducing the bearing requirement of the beam support and optimizing the beam support design.
Description
Technical Field
The invention relates to the technical field of bridge construction, in particular to a cast-in-place construction method for a concrete beam of a cable-stayed bridge by a self-supporting method.
Background
With the development of traffic construction in China, a bridge with one seat is pulled out, wherein the tower column 100 is higher and higher, the span is larger and larger, and the application of the prestressed cross beam is wider and wider. In the construction of the prestressed cross beam, the self weight of the cross beam is large, the distance between the tower columns 100 is long, the construction of a bracket and a bearing beam on the tower columns 100 is not suitable, and the cross beam is higher than the ground, so that a cross beam support for transmitting the self weight and the construction load of the cross beam to the ground needs to be constructed when the cross beam is generally constructed. In the prior art, the beam support usually adopts large-diameter steel pipe columns to transmit load, small-diameter steel pipes are processed into connecting systems between the large-diameter steel pipe columns for connection, and an attachment connecting support is arranged on the tower column 100 to enhance the overall stability of the support. Among them, there are many drawbacks: 1. the structure of the beam bracket is complex; 2. the support has larger bearing capacity and is more corresponding to steel; 3. the steel structure is heavy in self weight and difficult to construct and dismantle.
Disclosure of Invention
The application aims to overcome the problems that a prestressed cross beam in the prior art is large in self weight and high in position, so that a cross beam support structure is complex and construction difficulty is large, and provides a cable-stayed bridge concrete cross beam self-supporting method cast-in-place construction method.
In order to achieve the above object, the present application provides the following technical solutions:
a construction method for cast-in-place of a concrete beam of a cable-stayed bridge by a self-supporting method comprises the following steps:
the method comprises the following steps: horizontally dividing a cross beam to be constructed into a lower cross beam layer and an upper cross beam layer;
step two: constructing a beam support;
step three: pouring a lower crossbeam layer, and stretching partial prestressed bundles when the strength of concrete of the lower crossbeam layer reaches 100% of the strength of the lower crossbeam layer, so that the lower crossbeam layer forms a stable structure;
step four: and (5) pouring an upper beam layer, and tensioning the residual prestressed tendons to finish the beam construction.
The lower crossbeam layer and the upper crossbeam layer are layered up and down; the supporting strength of the beam support should be greater than that of the layer with larger self weight in the upper beam layer and the lower beam layer, so that the supporting effect of the beam support is ensured. In addition, the number of the prestressed tendons of the lower beam layer for pre-tensioning and grouting and the tensioning prestress are obtained by calculation according to the self weight of the lower beam layer, and the number of the prestressed tendons of the pre-tensioning and grouting and the tensioning prestress are set on the basis that the prestressed tendons of the pre-tensioning and grouting can support the self weight of the lower beam layer.
In the technical scheme, when the prestressed cross beam with large self weight and high position is constructed, the cross beam is divided into an upper layer and a lower layer to be constructed respectively, the prestressed tendons are firstly tensioned on the lower cross beam layer constructed firstly, and the self-bearing of the lower cross beam layer is realized through the bearing of the prestressed tendons tensioned firstly.
Further, in the first step, the cross beam is divided into a lower cross beam layer and an upper cross beam layer by a line segment formed by a horizontal central line or a structural linear change point of the cross beam, so that the self weights of the upper cross beam layer and the lower cross beam layer are close to each other, the requirement on the supporting strength of the cross beam support is reduced as much as possible, the structural optimization and the lightening of the cross beam support are realized, the self weight of the cross beam support is reduced, the construction efficiency is improved, and the cost is reduced.
Further, in the second step, the beam support adopts a plurality of upright steel pipes with the diameter of 325-1000 mm and the wall thickness of 10 mm. In order to achieve the supporting strength of a cross beam, the conventional cross beam support is usually formed by overlapping steel pipes with large diameters and large wall thicknesses, wherein the diameters of the steel pipes are 500-1400 mm, and the wall thicknesses of the steel pipes are 10-16 mm; meanwhile, in order to strengthen the structure and the bearing strength of the cross beam support, a plurality of reinforcing rods are usually required to be added, so that the bearing requirements required by cross beam construction can be met. After the cross beam is constructed in a layered mode, the bearing of the cross beam support can meet the construction requirement only by half of the original bearing, and therefore the bearing requirement can be met by adopting the upright post steel pipe with the diameter of 325-1000 mm and the wall thickness of 10 mm.
Further, in the second step, the safety factor of the beam support is greater than or equal to 1.6, so that the beam support meets the safety requirement of beam construction.
Furthermore, in the third step, the prestressed tendons of the lower beam layer are firstly tensioned and grouted to carry out ultra-tensioning grouting, so that the lower beam layer forms a stable structure and bears the weight of the beam layer.
Further, the number of prestressed bundles for the lower beam layer to be tensioned and grouted is calculated according to the self weight of the lower beam layer; the distribution of the prestressed tendons of the lower crossbeam layer for pre-tensioning and grouting is also obtained by pre-calculation, so that the prestressed tendons of the pre-tensioning and grouting can bear the weight of the lower crossbeam layer, and the prestress loss of the pre-tensioning prestressed tendons is within the design range after the crossbeam construction is finished.
Furthermore, the prestressed tendons of the lower beam layer, which are firstly tensioned and grouted, sequentially stretch B1, B3 and W6 from bottom to top. The maximum effective prestress of each prestressed tendon is about 1100-1150 MPa, namely, the prestress of B1, B3 and W6 prestressed tendons is out of limit in the whole construction process of the main tower of the cross beam.
Furthermore, in the third step, when the prestressed tendons of the lower crossbeam layer are tensioned, the steel bars of the upper crossbeam layer are constructed simultaneously, so that the prestressed tendons and the steel bars of the upper crossbeam layer are constructed synchronously by tensioning the prestressed tendons first, and the construction period is shortened.
Furthermore, the prestressed tendons of the pre-tensioning grouting and the prestressed tendons of the post-tensioning grouting are arranged at intervals on the lower cross beam layer.
Furthermore, in the third step and the fourth step, a monitoring unit is adopted to monitor the stress change conditions of the cross beam and the stress change conditions of the prestressed beams in real time, master the prestress loss conditions and ensure the stable propulsion of the cross beam construction.
Compared with the prior art, the invention has the following beneficial effects:
the application discloses cast-in-place construction method of concrete beam self-supporting method of cable-stayed bridge, divide into upper and lower two-layer with the crossbeam and construct respectively, and with the lower beam layer stretch-draw prestressing tendons of constructing earlier, through the prestressing tendons bearing of stretching-draw earlier, realize the self-bearing on lower beam layer, the crossbeam support of using for supporting the crossbeam only need reach the partial crossbeam dead weight of support can, reduce crossbeam support's bearing requirement, optimize crossbeam support's design, simplify crossbeam support's supporting structure, construction efficiency is improved, the reduction of erection time, the construction cost of crossbeam support is reduced.
According to the cast-in-place construction method for the concrete beam self-supporting method of the cable-stayed bridge, the beam is divided into the upper layer and the lower layer for construction, so that the beam support can meet the supporting requirement of the beam by adopting the beam stand columns with smaller diameter and smaller wall thickness, the construction difficulty of the beam support is reduced, and the construction efficiency is improved; meanwhile, the investment of constructors is reduced, and the labor cost is reduced. In addition, the construction sequence of the cross beams is adjusted, the prestressed tendons stretching the lower cross beam layer and the steel bars constructing the upper cross beam layer are simultaneously carried out, and the construction period is shortened. "
The application discloses a cast-in-place construction method of a self-supporting concrete beam of a cable-stayed bridge, which is characterized in that the beam is divided into an upper layer and a lower layer to be respectively constructed, and in order to ensure that the first layer of the beam can bear the self weight, the partial prestressed bundles of the first layer of the beam are firstly tensioned and grouted. When the prestressed tendons are constructed, the construction of the second layer of steel bars of the cross beam is carried out simultaneously, the number of the prestressed tendons required to be constructed after the concrete construction of the cross beam is finished is reduced, and the construction period of the cross beam is shortened.
Drawings
FIG. 1 is a schematic flow chart of a self-supporting method for cast-in-place construction of a concrete beam of a cable-stayed bridge disclosed by the invention;
FIG. 2 is a schematic structural view of a beam to be constructed according to some embodiments of the invention;
FIG. 3 is a schematic structural view of a beam support and beam in accordance with certain embodiments of the invention;
FIG. 4 is a side view of a beam bracket and beam in accordance with some embodiments of the invention;
FIG. 5 is a schematic illustration of the distribution of tendons in a beam according to some embodiments of the invention;
wherein, 100-tower column, 200-bearing platform, 1-crossbeam, 11-upper crossbeam layer, 12-lower crossbeam layer, 13-pretension prestressed tendon, 14-prestressed tendon, 2-crossbeam support, 21-steel tube upright and 22-connection system.
Detailed Description
The present invention will be described in further detail with reference to test examples and specific embodiments. It should be understood that the scope of the above-described subject matter is not limited to the following examples, and any techniques implemented based on the disclosure of the present invention are within the scope of the present invention.
In the prior art, when the cross beam 1 is constructed, the cross beam support 2 generally adopts steel pipe columns 21 with large diameter and large wall thickness to transmit load, steel pipes are processed into connecting systems 22 between the steel pipe columns 21 for connection, and an attachment connecting support is installed on the tower column 100 to enhance the overall stability of the support so as to ensure the bearing and stability of the cross beam support 2, and the cross beam support is complex in structure, heavy in weight and difficult to construct and disassemble.
In order to solve the above technical problem, the inventor proposes a cast-in-place construction method of a concrete beam 1 of a cable-stayed bridge by a self-supporting method in the application, and the method, with reference to fig. 1, includes the following steps:
the method comprises the following steps: horizontally dividing a cross beam 1 to be constructed into a lower cross beam layer 12 and an upper cross beam layer 11;
step two: constructing a beam support 2;
step three: pouring the lower crossbeam layer 12, and when the concrete strength of the lower crossbeam layer 12 reaches 100% of the self strength, tensioning and pressing the prestressed tendons 14 of the grouting part to form a stable structure on the lower crossbeam layer 12;
step four: and (3) pouring an upper beam layer 11, and tensioning and grouting the residual prestressed tendons 14 to finish the construction of the beam 1.
It should be noted that the dead weight of the beam 1 and the load bearing requirements of the beam support 2 are calculated according to the construction process of the beam 1, and then the beam 1 is divided into an upper beam layer 11 and a lower beam layer 12.
In some embodiments, referring to fig. 3 and 4, the beam bracket 2 includes a plurality of steel tube columns 21 and a plurality of connecting systems 22; the lower end of the steel pipe upright post 21 is fixed on the bearing platform 200, the upper end supports a transverse bridge to steel box girders, distribution girders are paved in a longitudinal bridge direction above the steel box girders, and then templates below the cross beams 1 are installed. The adjacent steel pipe columns 21 are connected through a plurality of connecting systems 22.
Preferably, the connecting system 22 is formed by welding steel pipes with the diameter of 325mm and the wall thickness of 10 mm. Each tie 22 comprises at least two cross bars and at least one reinforcing bar welded to the two cross bars. The connecting system 22 can be adjusted by calculation according to the dead weight of the cross beam 1.
In some embodiments, the steel tube column 21 is further connected to the tower 100 by a connection system 22, which enhances the stability of the beam support 2. And a connecting system 22 for connecting the steel pipe upright 21 and the tower column 100 is arranged at the midspan of the cross beam bracket 2.
It should be noted that, the diameter of the steel pipe column 21 adopted by the beam support 2 is 325-1000 mm, the wall thickness is 10mm, the diameter and the wall thickness of the steel pipe column 21 are properly adjusted according to the self weight of the beam 1, and when the self weight of the beam 1 is heavier, the diameter and the wall thickness of the steel pipe column 21 are properly increased, so that the steel pipe column meets the load-bearing requirement. Preferably, the diameter of the steel tube upright 21 adopted by the beam bracket 2 is 1000mm, and the wall thickness is 10 mm.
Preferably, in the second step, the safety factor of the beam bracket 2 is greater than or equal to 1.6, so that the beam bracket meets the safety requirement of the construction of the beam 1.
In some embodiments, referring to fig. 2, a line segment formed from a horizontal center line (indicated by a dotted line a in fig. 2) or a structural linear change point of the beam 1 divides the beam 1 into a lower beam layer 12 and an upper beam layer 11, so that the self weights of the upper beam layer 11 and the lower beam layer 12 are close to each other, the requirement of the beam support 2 on the supporting strength is reduced as much as possible, the structural optimization and the light reduction of the beam support 2 are realized, the self weight of the beam support 2 is reduced, the construction efficiency is improved, and the cost is reduced.
After the crossbeam 1 is layered, the lower crossbeam layer 12 is subjected to prestress structural analysis, the self weight of the lower crossbeam layer 12 and the number of pre-tensioned prestressed tendons 13 and the ultra-tensioned stress required by the lower crossbeam layer 12 are determined, the crossbeam 1 is divided into a plurality of blocks according to the structure of the crossbeam 1, the prestressed tendons 14 are prepared according to the structure of the crossbeam 1, and the positions of the pre-tensioned prestressed tendons 13 and the number of the prestressed tendons 14 at each position are determined, referring to fig. 5.
In some embodiments, the pre-tensioned tendons 13 of the lower beam layer 12 include B1, B3, W6 tendons 14, wherein B1, B3 are side span floor tendons, and W6 is a kick-down tendon. The maximum effective prestress of each prestressed beam 14 is about 1100-1150 MPa, i.e. the prestress of each of the B1, B3 and W6 beams is not exceeded in the whole construction process of the main tower.
It should be noted that, before the beam is cast-in-place, the beam is divided into a plurality of segments according to the span of the beam, and each segment is numbered. The prestressed tendons are tensioned at different positions of the upper cross beam of each segment, wherein the longitudinal tendons are indicated by T, the downward bent tendons are indicated by W, and the side span floor tendons are indicated by B.
In some embodiments, the number of pretensioned prestressing tendons 13 and the pretensioning stress of the lower beam layer 12 are calculated by the SCDS software.
In some embodiments, in the third step, when the prestressed tendons of the lower cross beam layer 12 are tensioned, the reinforcing steel bars of the upper cross beam layer 11 are constructed at the same time, so that the prestressed tendons 13 are tensioned and the reinforcing steel bars of the upper cross beam layer 11 are constructed synchronously, and the construction period is shortened.
In some embodiments, the pre-tensioned prestressing tendons 13 and the post-tensioned prestressing tendons 14 of the mudjacking are arranged at intervals on the lower beam layer 12.
In some embodiments, in the third step and the fourth step, a monitoring unit is adopted to monitor the stress of the crossbeam 1 and the stress change condition of the prestressed tendons 14 in real time, grasp the prestress loss condition and ensure the stable propulsion of the crossbeam 1 construction.
The preferred embodiments of the present invention have been described in detail, however, the present invention is not limited to the specific details of the above embodiments, and various simple modifications may be made to the technical solution of the present invention within the technical idea of the present invention, and these simple modifications are within the protective scope of the present invention.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A cast-in-place construction method for a concrete beam self-supporting method of a cable-stayed bridge is characterized by comprising the following steps:
the method comprises the following steps: horizontally dividing a cross beam to be constructed into a lower cross beam layer and an upper cross beam layer;
step two: constructing a beam support;
step three: pouring a lower crossbeam layer, and stretching partial prestressed bundles when the strength of concrete of the lower crossbeam layer reaches 100% of the strength of the lower crossbeam layer, so that the lower crossbeam layer forms a stable structure;
step four: and (5) pouring an upper beam layer, and tensioning the residual prestressed tendons to finish the beam construction.
2. The cast-in-place construction method for the concrete beam of the cable-stayed bridge by the self-supporting method according to claim 1, wherein in the step one, the beam is divided into a lower beam layer and an upper beam layer by a line segment formed by a horizontal center line or a structural linear change point of the beam.
3. The cast-in-place construction method for the concrete cross beam of the cable-stayed bridge by the self-supporting method according to claim 1, wherein in the second step, the cross beam support adopts a plurality of upright steel pipes with the diameter of 325-1000 mm and the wall thickness of 10 mm.
4. The cast-in-place construction method for the concrete cross beam of the cable-stayed bridge by the self-supporting method according to claim 3, wherein in the second step, the safety factor of the cross beam bracket is greater than or equal to 1.6.
5. The cast-in-place construction method for the concrete beam self-supporting method of the cable-stayed bridge according to claim 1, characterized in that in the third step, the prestressed tendons of the lower beam layer are firstly tensioned and grouted to carry out ultra-tensioned grouting.
6. The cast-in-place construction method for the concrete beam of the cable-stayed bridge by the self-supporting method according to the claim 5, wherein the number of the prestressed tendons for firstly tensioning and grouting the lower beam layer is obtained by calculation according to the self weight of the lower beam layer.
7. The cast-in-place construction method for the concrete beam self-supporting of the cable-stayed bridge according to claim 5, characterized in that the prestressed tendons of the prestressed concrete beam of the lower beam layer, which are firstly tensioned and grouted, are tensioned from bottom to top sequentially from B1, B3 and W6.
8. The cast-in-place construction method for the concrete beam of the cable-stayed bridge by the self-supporting method according to claim 1, characterized in that in the third step, when the prestressed tendons of the lower beam layer are tensioned, the reinforcing steel bars of the upper beam layer are constructed at the same time.
9. The cast-in-place construction method for the concrete beam of the cable-stayed bridge by the self-supporting method according to any one of claims 1 to 8, wherein the prestressed tendons of the pre-tensioning grouting and the prestressed tendons of the post-tensioning grouting are arranged at intervals on the lower beam layer.
10. The cast-in-place construction method for the concrete beam of the cable-stayed bridge by the self-supporting method according to any one of claims 1 to 8, characterized in that in the third step and the fourth step, a monitoring unit is adopted to monitor the stress change condition of the beam and the stress change condition of the prestressed beam in real time.
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| CN202110039094.3A CN112878197A (en) | 2021-01-12 | 2021-01-12 | Cast-in-place construction method for concrete beam self-supporting method of cable-stayed bridge |
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| CN202110039094.3A CN112878197A (en) | 2021-01-12 | 2021-01-12 | Cast-in-place construction method for concrete beam self-supporting method of cable-stayed bridge |
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