CN111764306B - Cantilever pouring arching control method for arranging buckling cable steering device on large-span main arch stand column - Google Patents
Cantilever pouring arching control method for arranging buckling cable steering device on large-span main arch stand column Download PDFInfo
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- CN111764306B CN111764306B CN202010699146.5A CN202010699146A CN111764306B CN 111764306 B CN111764306 B CN 111764306B CN 202010699146 A CN202010699146 A CN 202010699146A CN 111764306 B CN111764306 B CN 111764306B
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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
- E01D21/10—Cantilevered erection
Abstract
The invention relates to the field of arch bridge construction, in particular to a large-span arch bridge cantilever pouring arch forming control method, which comprises the following steps: firstly, constructing a boundary pier, arranging a plurality of buckling cable anchoring points at different positions on the boundary pier according to stress requirements, wherein each buckling cable anchoring point is connected with a buckling cable; constructing arch feet from the left end and the right end of an arch bridge respectively, then sequentially casting each main arch section in a cantilever mode from the left end and the right end of the arch bridge respectively, constructing a main arch upright post on one formed main arch section at the left end of the arch bridge and one formed main arch section at the right end of the arch bridge respectively in the construction process, arranging a buckling tower at the top of the upright posts, and arranging a plurality of steering saddles on the buckling tower; and the buckling cables are anchored at the buckling cable anchoring points on the junction piers through steering saddles on the buckling towers, and the main arch sections are continuously cast in a cantilever mode until closure. The invention not only ensures the stability of the buckling tower in the construction process, but also ensures the construction precision of the arch ring, and can lighten the construction of the large-span arch bridge.
Description
Technical Field
The invention relates to the field of arch bridge construction, in particular to a large-span arch bridge cantilever pouring arch forming control method.
Background
The cantilever casting method is a construction method that operation platforms are erected on two banks of a bridge, a cable-stayed buckling system is arranged, a temporary cable-stayed buckling cable is utilized to buckle a cast arch ring segment, the arch ring segment is anchored on a bridge abutment or an anchor through an anchor cable, then a movable hanging basket is adopted to cast arch ring concrete in a cantilever manner from arch feet on the two banks symmetrically section by section until the arch top is closed. In the cantilever casting construction using the cable-stayed buckling and hanging system, the stress safety of the arch rib in the construction process, the reasonability of the distribution of the internal force after arching and the accuracy of the line type of the arch rib in the construction process are ensured by adjusting the cable force of a buckling cable in the cantilever casting construction process.
As shown in fig. 1-3, during construction, a cable-stayed suspension system often uses the interface pier 10 as a tower foundation, and a tower 20 is disposed on top of the interface pier 10. The buckling tower 20 is anchored with a buckling rope 30 and an anchor rope 40, the buckling rope 30 is connected with each control point of the arch ring segment to control the line shape of the arch ring segment, and the anchor rope 40 is anchored with the ground to balance the stress; both the bowden cable 30 and the anchor cable 40 need to be tensioned at the buckle tower 20. As shown in fig. 2 and 3, the buckling tower 20 is mostly made of a steel tube framed bent combined member 50 (including a plurality of reinforced steel plates), and concrete is poured into the steel tube to ensure that the buckling tower 20 has sufficient rigidity; when the buckling cable 30 and the anchor cable 40 are anchored, the anchoring end of the buckling cable 30 or the anchor cable 40 is welded to the steel structure combined member 50 of the buckling tower 20 to form an anchoring point.
With the increase of the span, the higher the pier body of the boundary pier 10 is, the greater the stress of each buckling cable 30 and the increased amount of the buckling cables, and the greater the stress of the buckling tower 20 for anchoring the buckling cables 30, the lower the stability and safety of the buckling tower 20 in the construction process, and more anchor cables 40 need to be anchored to balance the stress. In addition, in order to avoid horizontal displacement caused by buckling tower inclination in the process of pouring the arch ring by the cantilever, the sectional dimension of the boundary pier 10 needs to be designed to be large, and besides, front and rear balance cables and wind-resistant cables need to be arranged at anchoring points, so that the influence on the construction precision of the arch ring caused by buckling tower inclination deformation is avoided.
The buckling tower 20 is arranged at the top of the boundary pier 10, so that the section design size of the boundary pier 10 is large, and meanwhile, the problems of multiple anchoring points and large using amount of the buckling cables 30 exist on the tower column of the buckling tower 20, so that the control is complex, large deformation is easy to generate, the safety is low, the engineering measure cost is high, and the further development of the large-span arch bridge is limited.
Disclosure of Invention
The invention aims to: aiming at the problems that in the prior art, the buckling tower is arranged on the top of a boundary pier, so that the anchoring points on the buckling tower column are more, the stress of a buckling cable is large, the using amount is more, and large deformation is easy to generate, the large-span arch bridge cantilever pouring arch forming control method is provided, the control distribution of the buckling cable is reasonable, the stress of the buckling tower is reduced, and the construction safety is improved.
In order to achieve the purpose, the invention adopts the technical scheme that:
a large-span arch bridge cantilever casting arching control method comprises the following steps:
step one, constructing a boundary pier, arranging a plurality of buckling cable anchoring points at different positions on the boundary pier according to stress requirements, wherein each buckling cable anchoring point is connected with a buckling cable, and the buckling cables are used for obliquely pulling, buckling and hanging a cantilever to pour a main arch section;
step two, constructing arch springing from the left end and the right end of the arch bridge respectively;
step three, constructing a main arch upright post: sequentially pouring each main arch section from the left end and the right end of the arch bridge in a cantilever way, respectively constructing a main arch upright post on one formed main arch section at the left end of the arch bridge and one formed main arch section at the right end of the arch bridge in the construction process, arranging a buckling tower at the top of the upright posts, and arranging a plurality of cable saddles on the buckling tower; the buckling cable passes through a rotating cable saddle on the buckling tower and then is anchored at a buckling cable anchoring point on the junction pier;
and step four, continuously casting other main arch sections at the left end and the right end of the arch bridge in a cantilever manner respectively until closure.
According to the invention, the junction pier is not used as a tower buckling foundation, the load bearing capacity of the top of the junction pier is reduced, the section size of the pier body of the junction pier can be greatly reduced, and the attractive effect is achieved. In addition, a buckling tower is additionally arranged on the main arch upright column, and a rotating cable saddle is arranged on the buckling tower and used for steering the buckling cable; on the other hand, the angle of the buckling cable near the arch top section of the main arch is increased, the buckling cable force is reduced, and the hogging moment of the main arch can be balanced by utilizing the vertical force of the buckling tower and the upright column, so that the stress on the buckling tower is reduced, and the anchoring points are reduced. The invention not only ensures the stability of the buckling tower in the construction process, but also ensures the construction precision of the arch ring, and can lighten the construction of the large-span arch bridge.
As a preferred scheme of the invention, all the buckling cable anchoring points are respectively arranged at the pier body and the pier top of the boundary pier, namely, part of the buckling cable anchoring points are positioned at the pier body of the boundary pier, and the other part of the buckling cable anchoring points are positioned at the pier top of the boundary pier; the buckling cable anchoring point at the pier body is connected with the buckling cables of the sections near the main arch springing, and the buckling cable anchoring point at the pier top is connected with the buckling cables of the other cantilever casting arch rib sections.
As the preferred scheme of the invention, according to the actual need of construction, the anchorage point of the buckle cable positioned on the pier body of the junction pier is arranged in the process of constructing the junction pier; and the buckling cable anchoring points positioned at the pier tops of the junction piers are arranged in the main arch segment cantilever casting process.
As a preferred scheme of the invention, when a plurality of buckling cable anchoring points are arranged, a plurality of anchor cable anchoring points are correspondingly arranged on the boundary pier, and the anchor cable anchoring points are connected with the anchor cables. Because the guy pull is low during the cantilever arch springing stage, anchor cable anchorage points can be applied when the anchor cable is constructed near the main arch 1/4.
As a preferred scheme of the invention, after the construction of the boundary pier is finished, operating platforms are firstly erected at the arch springing parts at the two sides of the arch bridge, and then the main arch section is cast by the cantilever.
As a preferable scheme of the invention, when the inclined pull buckle hanging construction is carried out, the rotating cable saddle is also arranged on the pier top of the boundary pier, and the buckle cable can be steered through the rotating cable saddle on the boundary pier and can be tensioned and anchored on the ground, thereby facilitating the construction.
It should be noted that the term "anchor point" is an abstract term in the art with a concrete shape, and a non-geometric point is understood to mean a structural portion where the end of the buckle cable (or anchor cable) is fixedly connected with the buckle tower (or abutment pier), which can be realized by welding, concrete pouring, and the like.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. according to the invention, the junction pier is not used as a tower buckling foundation, the load bearing capacity of the top of the junction pier is reduced, the section size of the pier body of the junction pier can be greatly reduced, and the attractive effect is achieved.
2. Compared with the mode that the buckling tower is arranged on the juncture pier to fix and buckle the anchor cable, the invention can reduce the height of the buckling tower, save the material of the buckling tower and the using amount of the pull cable (comprising the buckling cable and the anchor cable) and reduce the construction cost; on the other hand, the angle of the buckling cable near the arch top section of the main arch is increased, the buckling cable force is reduced, and the hogging moment of the main arch can be balanced by utilizing the vertical force of the column of the buckling tower, so that the stress on the buckling tower is reduced, and the anchoring points are reduced.
3. The invention not only ensures the stability of the buckling tower in the construction process, but also ensures the construction precision of the arch ring, and can lighten the construction of the large-span arch bridge.
Drawings
Fig. 1 is a schematic view of a construction method of a conventional cable-stayed buckling system.
Figure 2 is a schematic diagram of a buckle-on-abutment tower.
Fig. 3 is an enlarged view of a portion I of fig. 2.
Fig. 1-3 label: 10-a boundary pier; 20-buckling the tower; 30-a lanyard; 40-anchor cable; 50-a combined member.
Fig. 4 is a schematic construction diagram of cantilever casting of the cable-stayed buckle system in embodiment 1.
Fig. 5 is an elevational view of the abutment.
Fig. 6 is a left side view of the abutment of fig. 5.
Fig. 7 is a sectional view taken along line a-a in fig. 5.
Fig. 8 is a schematic view of the cable saddle on the buckle tower.
Fig. 9 is a schematic structural view of the cable saddle.
FIG. 10 is a stress distribution diagram of the upper edge of the arch rib in the maximum cantilever state of the conventional suspension-casting buckling-hanging system.
Fig. 11 is a stress distribution diagram of the lower edge of the arch rib in the maximum cantilever state of the conventional suspension casting buckling hanging system.
Fig. 12 is a vertical displacement distribution diagram of the arch rib in the maximum cantilever state of the conventional suspension casting buckling system.
FIG. 13 is a stress distribution diagram of the upper edge of an arch rib in a maximum cantilever state in a cantilever casting method in which a guy cable steering device is arranged on a long-span main arch upright post.
FIG. 14 is a stress distribution diagram of the lower edge of an arch rib in a maximum cantilever state in a cantilever casting method of arranging a buckling rope steering device on a long-span main arch upright post.
FIG. 15 is a vertical displacement distribution diagram of a maximum cantilever state arch rib of the cantilever casting method with a guy cable steering device arranged on a long-span main arch upright post.
Fig. 4-9 label: 1-a boundary pier; 11-a lanyard anchor point; 12-anchor cable anchorage points; 2-buckling the tower; 3-a buckle cable; 4-anchor cable; 5-upright column; 6-rotating cable saddle.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantageous components of the present invention more clearly apparent, the present invention will be described in further detail below with reference to the accompanying drawings and examples. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
A control method for large-span arch bridge cantilever casting arching is shown in figures 4-9, and comprises the following steps:
firstly, constructing a boundary pier 1 in advance, canceling a buckling tower 2 at the top of the boundary pier 1, arranging a plurality of buckling cable anchoring points 11 and anchor cable anchoring points 12 at different positions of the pier body of the boundary pier 1 according to the later cantilever casting stress requirement in the construction process, connecting the buckling cable anchoring points 11 with buckling cables 3, using the buckling cables 3 to obliquely pull and buckle the cantilever casting main arch section, connecting the anchor cable anchoring points 12 with anchor cables 4, and using the anchor cables 4 to balance the stress of the buckling tower 2, as shown in fig. 4-6.
And step two, after the construction of the boundary pier 1 is finished, firstly, erecting operation platforms at the arch springing positions on two sides of the arch bridge, constructing the arch springing, and then, beginning to cast the main arch section by using the cantilever.
And step three, after the main arch segments are cast to the positions near the main arch 1/4 arch ribs of the two banks by the cable-stayed cantilever, further setting anchor cable anchoring points 12 and buckling cable anchoring points 11 on the top of the boundary pier 1 according to stress requirements.
Step four, constructing a main arch upright post 5 on the formed main arch sections on two sides of the arch bridge near the main arch 1/4 arch ribs on two banks, arranging a buckling tower 2 on the top of the upright post 5, and arranging a plurality of cable saddles 6 on the buckling tower 2 for steering; and (3) passing and anchoring the buckle cable 3 used for casting the main arch section by the cable stayed cantilever in the later stage from the cable rotating saddle 6 on the buckle tower 2 to the buckle cable anchoring point 11 on the pier top of the boundary pier 1, or, as shown in fig. 3 and 4, additionally arranging the cable rotating saddle 6 on the pier top of the boundary pier 1, and tensioning the buckle cable 3 to the ground for anchoring through the cable rotating saddle 6 on the boundary pier 1. The cable saddle 6 is a device which is composed of a plurality of movable pulleys and has a triangular structure form, so that the purposes of changing the angle of a fastening cable and facilitating tension and force application are achieved.
And step five, continuously synchronously pouring main arch sections on two sides of the arch bridge in a cantilever manner until closure.
The following is a comparison between the results of the control of the inner force of the arch rib and the control of the line type in the maximum cantilever state, i.e. the most unfavorable state, as shown in fig. 10 to fig. 15, using the existing conventional cantilever casting method of hanging the suspension casting buckle into the arch and the cantilever casting method of the present embodiment in which the buckle cable steering device is provided on the large span main arch upright post.
Fig. 1 shows a maximum cantilever state of a conventional suspension-casting fastener system, fig. 10 shows a stress distribution diagram (unit: MPa) of an upper edge of an arch rib in the state of fig. 1, fig. 11 shows a stress distribution diagram (unit: MPa) of a lower edge of the arch rib in the state of fig. 1, and fig. 12 shows a vertical displacement distribution diagram (unit: mm) of the arch rib in the state of fig. 1.
Fig. 4 is a maximum cantilever state of the cantilever casting method according to the present embodiment, fig. 13 is a stress distribution diagram (unit: MPa) of an upper edge of the arch rib in the state of fig. 4, fig. 14 is a stress distribution diagram (unit: MPa) of a lower edge of the arch rib in the state of fig. 4, and fig. 15 is a vertical displacement distribution diagram (unit: mm) of the arch rib in the state of fig. 1.
Comparative analysis statistics are as follows:
it can be seen that the maximum stress of the upper edge and the lower edge of the arch rib in the maximum cantilever state can be obviously reduced by adopting the cantilever casting arching control method of arranging the buckling cable steering device on the main arch upright post compared with the traditional common cantilever casting buckling and hanging system. Meanwhile, in the aspect of linear control, the vertical deformation of the arch rib of the cantilever casting arching control method adopting the buckling cable steering device arranged on the main arch upright post is far smaller than that of the arch rib when the traditional suspension casting buckling and hanging system is adopted, so that the arching control method in the embodiment is more beneficial to linear control after the arch rib is folded and arched.
According to the arching method in the embodiment, the boundary pier 1 is not used as a foundation of the buckling tower 2, the top bearing load of the boundary pier 1 is reduced, the section size of the pier body of the boundary pier 1 can be greatly reduced, and the attractive effect is achieved. In addition, a buckling tower 2 is additionally arranged on the main arch upright post 5, and a cable rotating saddle 6 is arranged on the buckling tower 2 and used for steering the buckling cable 2, so that compared with the traditional mode that a buckling tower 20 is arranged on a boundary pier 10 to fix and buckle the anchor cable, on one hand, the height of the buckling tower 2 can be reduced, the material of the buckling tower 2 and the using amount of the stay cable (comprising the buckling cable 3 and the anchor cable 4) are saved, and the construction cost is reduced; on the other hand, the angle of the buckling cable 3 near the arch top section of the main arch is increased, the buckling cable force is reduced, the vertical force of the main arch upright post 5 can be utilized to balance the negative bending moment of the main arch, so that the stress on the buckling tower 2 is reduced, the anchoring point is reduced, the stability of the buckling tower 2 in the construction process is ensured, and the construction precision of the arch ring is also ensured.
In addition, it should be noted that the term "pier top" as used herein refers to a range near the top of the abutment pier and is not limited to the extreme position of the top. The anchoring point is the position of the end part of a fixed buckle cable or an anchor cable on the boundary pier; when the anchor holes are formed in the juncture pier, the anchor ends of the buckle cables or the anchor cables penetrate through the anchor holes, and then are solidified through concrete pouring, so that corresponding anchor points are formed. The buckling anchor cable is a general name of the buckling cable and the anchor cable.
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 (7)
1. A large-span arch bridge cantilever casting arching control method is characterized by comprising the following steps:
firstly, constructing a boundary pier (1), arranging a plurality of buckling cable anchoring points (11) on different positions of the boundary pier (1) according to stress requirements, and connecting each buckling cable anchoring point (11) with a buckling cable (3);
step two, constructing arch springing from the left end and the right end of the arch bridge respectively;
step three, constructing the main arch upright post (5): sequentially pouring each main arch section from the left end and the right end of the arch bridge in a cantilever way, respectively constructing a main arch upright post (5) on one formed main arch section at the left end of the arch bridge and one formed main arch section at the right end of the arch bridge in the construction process, arranging a buckling tower (2) at the top of the upright post (5), and arranging a plurality of cable turning saddles (6) on the buckling tower (2); the buckle cable (3) passes through the rotating cable saddle (6) on the buckle tower (2) and then is anchored at the buckle cable anchoring point (11) on the boundary pier (1);
and step four, continuously casting other main arch sections at the left end and the right end of the arch bridge in a cantilever manner respectively until closure.
2. The method for controlling the cantilever casting and arching of the long-span arch bridge according to claim 1, wherein all the guy anchor points (11) are respectively arranged at the pier body and the pier top of the interface pier (1).
3. The large-span arch bridge cantilever casting arching control method according to claim 2, characterized in that the guy anchor points (11) located at the pier body of the interface pier (1) are set during the construction of the interface pier (1); the buckling cable anchoring points (11) positioned at the pier tops of the boundary piers (1) are arranged in the main arch section cantilever casting process.
4. The method for controlling the cantilever casting arching of the long-span arch bridge according to claim 3, wherein when the buckling cable anchoring points (11) are arranged, a plurality of anchor cable anchoring points (12) are arranged on the boundary pier (1), and the anchor cable anchoring points (12) are connected with the anchor cables (4).
5. The large-span arch bridge cantilever casting arch control method according to claim 1, wherein after the construction of the interface pier (1) is completed, an operating platform is firstly erected at the arch springing parts at the two sides of the arch bridge, and then the main arch section is cast in the cantilever.
6. The large-span arch bridge cantilever casting arching control method according to any one of claims 1-5, characterized in that a cable saddle (6) is arranged on the top of the interface pier (1), and the buckle cable (3) is tension-anchored on the ground through the cable saddle (6) on the interface pier (1).
7. The method for controlling the cantilever casting of the arch bridge with the large span according to any one of claims 1 to 5, wherein the main arch pillar (5) is constructed in the third step from a formed main arch section at the left end of the arch bridge and a formed main arch section at the right end of the arch bridge.
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| CN113430934A (en) * | 2021-04-23 | 2021-09-24 | 中铁大桥局集团第五工程有限公司 | Enlarged buckling tower foundation structure combined with pier body capping beam and construction method |
| CN115992490B (en) * | 2023-03-23 | 2023-06-06 | 中铁十七局集团第五工程有限公司 | Pouring construction method for cable-stayed buckling hanging cantilever of large-span concrete arch bridge |
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