CN111335168B - Closure method for kilometric hybrid beam cable-stayed bridge - Google Patents
Closure method for kilometric hybrid beam cable-stayed bridge Download PDFInfo
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- CN111335168B CN111335168B CN202010159264.7A CN202010159264A CN111335168B CN 111335168 B CN111335168 B CN 111335168B CN 202010159264 A CN202010159264 A CN 202010159264A CN 111335168 B CN111335168 B CN 111335168B
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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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Abstract
The invention discloses a closure method of a kilometer-grade mixed beam cable-stayed bridge, which comprises the steps of determining the pushing directions of main beams at two sides of the kilometer-grade mixed beam cable-stayed bridge according to the single-side pushing amount; the line shapes at the two sides of the closure opening are made to accord with the line shapes at the two sides of the closure opening in the reference model; locking the closure opening and removing the pushing after the actual length of the closure opening is equal to the reference length of the closure opening; after the closure section beam is hoisted, the unstressed length of the first set inhaul cable is adjusted to a reference value, and the length of the closure section beam is the closure opening reference length; calculating the linear relative error, the bridge axis relative error, the tower offset relative error and the cable force error of the main span steel structure after the bridge is formed; judging whether the errors meet the corresponding set errors, if so, completing closure, otherwise, adjusting until all the errors meet the corresponding set errors; setting the linear relative error of a main span steel structure to be L/4000, setting the axial relative error of a bridge to be L/40000, setting the tower deviation relative error to be L/10000, and setting L as the length of the main span.
Description
Technical Field
The invention relates to the field of civil engineering, in particular to a closure method of a kilometer-grade mixed beam cable-stayed bridge.
Background
The unique modeling and stress characteristics of the hybrid beam cable-stayed bridge are favored by more and more countries in the construction of large-span bridges. Since the last 90 s, the bridge type is developed rapidly in China, and the bridge type is developed from large span to kilometer span. With the increase of the span, the bridge construction is challenged unprecedentedly.
Closure (mid-span steel box girder closure) is one of important processes for construction of a hybrid beam cable-stayed bridge, is a key link of system conversion, and the quality of the closure is directly related to whether the internal force and the line shape of the finished bridge are reasonable or not.
The traditional method for closure is mostly based on a double control method mainly based on cable force and elevation, the closure is matched and cut at temperature, the closure temperature is determined and the installation length of the closure at the temperature is calculated by monitoring the width and the shape of the closure before closure, and the matched and cut closure is carried out on site. However, due to the large influence of temperature, the stress-free state of the member is changed by the matched cutting of the closure section, and particularly for the kilometer-level span cable-stayed bridge, the change of the stress-free state quantity of the member has large influence on the internal force and the line shape of the formed bridge, thereby influencing the quality of the formed bridge.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a closure method of a kilometer-grade mixed beam cable-stayed bridge so as to ensure the quality of the finished bridge.
In order to achieve the purpose of the invention, the invention adopts the technical scheme that:
the closure method of the kilometer-grade mixed beam cable-stayed bridge comprises the following steps:
s1, determining pushing directions of main beams at two sides of the kilometric mixed beam cable-stayed bridge according to the single-side pushing amount, wherein the single-side pushing amount is (the actual length of the closure opening-the reference length of the closure opening)/2;
s2, adjusting the unstressed length of a first set stay cable on the kilometer-grade mixed beam cable-stayed bridge to enable the line shapes on the two sides of the closure opening to be in line shapes on the two sides of the closure opening in the reference model;
s3, executing pushing to enable the actual length of the closing opening to be equal to the reference length of the closing opening, locking the closing opening and removing the pushing;
s4, after the closure section beam is hoisted, the unstressed length of the first set inhaul cable is adjusted to a reference value, and the length of the closure section beam is the closure opening reference length;
s5, predicting relative errors of main span steel structure linear shape, bridge axis relative errors, tower deflection relative errors and cable force errors after the bridge is formed by combining subsequent construction based on the measurement data of cable force, main beam stress, main beam linear shape, cable unstressed length and cable tower linear shape after the closure of the kilometer-level mixed beam cable-stayed bridge;
s6, judging whether the main span steel structure linear relative error, the bridge axis relative error, the tower offset relative error and the cable force error meet the corresponding set errors, if so, completing closure, otherwise, entering the step S7; setting the linear relative error of a main span steel structure to be L/4000, setting the axial relative error of a bridge to be L/40000, setting the tower deviation relative error to be L/10000, and setting L as the length of a main span;
and S7, adjusting the unstressed length of a second set cable on the kilometer-grade mixed beam cable-stayed bridge until all errors meet corresponding set errors.
Further, in order to ensure reasonable bridge line shape and structural internal force, the error of the cable force is set to be 5%.
Further, the method for determining the pushing direction comprises the following steps:
if the single-side displacement is a negative value, pushing the main beams at the two sides towards the shore side respectively;
if the displacement of the single side is a positive value, the main beams on the two sides are respectively pushed towards the river side.
Further, in order to avoid excessive pushing and ensure that the pushing force can push and move the main beam as much as possible, the method for executing pushing comprises the following steps:
a pushing device is arranged between a first stop block on the main beam mounting platform and a bottom bulge of the main beam, a limiting device is arranged between a second stop block on the main beam mounting platform and the bottom bulge of the main beam, and the second stop block is opposite to the first stop block and is positioned on the axis of the main beam mounting platform;
utilize thrustor and stop device to push away the girder, the biggest top thrust that pushes away the in-process equals to predetermine top thrust, predetermines top thrust and is equal to the total frictional resistance of side span support-the unbalanced force cable force horizontal component of side span + predetermines the increment.
The unstressed length of the first set inhaul cable is adjusted by adjusting the elongation of the anchor head of the first set inhaul cable, so that the unstressed length of the first set inhaul cable can be quickly adjusted.
The invention has the beneficial effects that:
(1) the dependence on temperature is reduced, and the closure construction can be carried out at any time as long as the unstressed line shape of the main beam is ensured to conform to the line shapes at two sides of the closure opening in the reference model.
(2) The stress-free length of the first set stay cable on the kilometer-level mixed beam cable-stayed bridge is adjusted, so that the two-side linear line shape of the closure opening is in line with the two-side linear line shape of the closure opening in the reference model, the stress-free length of the first set stay cable is adjusted to the reference, and the traditional complicated process of adjusting the two-side linear line shape of the closure opening based on cable force and elevation is simplified.
(3) On one hand, the local change of the closure gap line shape can be avoided, and additional stress is generated to influence the bridge line shape and the internal force; on the other hand, the final stress-free configuration after closure can be effectively ensured to be consistent with the design reference state, so that the quality of the finished bridge is ensured.
Drawings
FIG. 1 is a schematic structural view of a kilometer-scale cable-stayed bridge before closure when the temperature is lower than a reference temperature;
fig. 2 is a schematic structural view of the kilometer cable-stayed bridge shown in fig. 1 after the jacking is performed;
fig. 3 is a schematic structural view of arrangement of thrusters in a jacking process of a left girder of the kilometric cable-stayed bridge shown in fig. 1.
Wherein, 1, a main beam mounting platform; 2. a second stopper; 3. a limiting device; 4. a pushing device; 5. a first stopper; 6. the bottom of the main beam is convex.
Detailed Description
The following detailed description of the present invention will be provided in conjunction with the accompanying drawings to facilitate the understanding of the present invention by those skilled in the art. It should be understood that the embodiments described below are only some embodiments of the invention, and not all embodiments. All other embodiments obtained by a person skilled in the art without any inventive step, without departing from the spirit and scope of the present invention as defined and defined by the appended claims, fall within the scope of protection of the present invention.
The closure method of the kilometer-grade mixed beam cable-stayed bridge comprises the following steps:
and S1, determining the pushing directions of the main beams at the two sides of the kilometric mixed beam cable-stayed bridge according to the single-side pushing amount, wherein the single-side pushing amount is (the actual length of the closure opening-the reference length of the closure opening)/2.
Specifically, the method for determining the pushing direction comprises the following steps: if the single-side displacement is a negative value, pushing the main beams at the two sides towards the shore side respectively; if the displacement of the single side is a positive value, the main beams on the two sides are respectively pushed towards the river side. The pushing direction determines the position of the pushing device 4 when pushing is performed.
As shown in fig. 1 and fig. 2, D' is the actual length of the closure opening, and D is the reference length of the closure opening.
S2, adjusting the unstressed length of a first set stay cable on the kilometer-grade mixed beam cable-stayed bridge to enable the line shapes on the two sides of the closure opening to be in line shapes on the two sides of the closure opening in the reference model. The unstressed length of the first set inhaul cable can be adjusted by adjusting the elongation of the anchor head of the first set inhaul cable, and the inhaul cables on 5 beam sections on two sides of the closure opening are adjusted usually.
The traditional method for enabling the linear shapes of the two sides of the closure opening to be in line with the linear shapes of the two sides of the closure opening in the reference model is mainly based on considering construction temporary loads and calculating the influence of the construction temporary loads on cable force and elevation, but the relation between the cable force and the elevation and the temporary loads in a construction period is very large, after construction is finished, the temporary loads need to be removed again, once the temporary loads are removed, the cable force and the elevation change again and need to be adjusted, and the method is obviously complicated and troublesome.
S3, executing pushing to make the actual length of the closing opening equal to the reference length of the closing opening, locking the closing opening and removing the pushing.
Specifically, the method of performing incremental launching comprises:
the pushing device 4 is arranged between a first stop block 5 on the main beam mounting platform 1 and a bottom bulge 6 of the main beam, the limiting device 3 is arranged between a second stop block 2 on the main beam mounting platform 1 and the bottom bulge 6 of the main beam, and the second stop block 2 is opposite to the first stop block 5 and is positioned on the axis of the main beam mounting platform 1.
The main beams are generally installed on the tower cross beam, when the main beams on two sides need to be pushed towards the river side respectively, as shown in fig. 3, the pushing device 4 is installed between the first stop block 5 close to the shore side on the tower cross beam and the bottom bulge 6 of the main beam, so that the pushing direction of the pushing device faces towards the river side.
Utilize thrustor 4 and stop device 3 to push away the girder, the biggest top thrust of top pushing in-process equals to predetermine top thrust, predetermines top thrust and is equal to the total frictional resistance of side span support-the unbalanced force cable force horizontal component of side span + predetermines the increment to avoid excessive top pushing, reduce the construction degree of difficulty. The total frictional resistance of the corresponding side span support and the horizontal component of the side span unbalanced force cable force in the calculation of different main beam jacking forces of the same kilometric mixed beam cable-stayed bridge are possibly different.
In one embodiment, the pushing device 4 is a pushing jack, and the limiting device 3 is a pushing jack. The friction of the supports on the north and south sides is shown in table 1 according to the theoretical friction coefficient of the supports provided by the support factory.
TABLE 1 support friction resistance meter
When the initial top pushes, to the main girder of north bank: the horizontal component of the cable force of the side span unbalanced force, namely 6262 and 4874 and 1388kN, of the side span support total frictional resistance is directed at the main beam of the south bank: the horizontal component of the span unbalanced force cable force in the side span support is 6346-. Considering that the friction coefficient of a theoretical support and the friction coefficient of an actual support may be different, in order to avoid excessive pushing and ensure that the pushing force can push the movable main beam as far as possible, a preset increment is set so that the preset pushing force for the main beam of the north bank and the main beam of the south bank is 1800 kN.
However, in the pushing process, the angle of the stay cable is changed, the horizontal component of the mid-span unbalanced cable force is reduced, and therefore the required pushing force is gradually increased. Under the condition that the unilateral pushing quantity is 3.6cm, the mid-span unbalanced cable force of the south and north banks is 3072kN by theoretical calculation, and the main beam of the north bank is aimed at: the horizontal component of the cable force of the side span unbalanced force, namely 6262 and 3072 and 3190kN, of the side span support total frictional resistance is directed at the main beam of the south bank: the horizontal component of the side span unbalance force cable force is 6346-. Considering the appropriate margin, a preset increment is set so that the preset jacking force for the north and south shore main beams is 3500 kN.
In view of the discreteness of the friction coefficient, the calculation of the jacking force is difficult to be accurate, in order to prevent the jacking force from being insufficient, auxiliary jacking points are arranged on two points which are symmetrical relative to the axis of the tower beam and are used as the auxiliary jacking points when the thrust is insufficient, and the maximum jacking force of the auxiliary jacking device 4 is not less than 3500 kN.
S4, after the closure section beam is hoisted, the unstressed length of the first set inhaul cable is adjusted to a reference value, and the length of the closure section beam is the closure opening reference length.
S5, predicting relative errors of main span steel structure linear shape, bridge axis relative errors, tower deflection relative errors and cable force errors after the bridge is built by combining subsequent construction based on the measurement data of cable force, main beam stress, main beam linear shape, cable unstressed length and cable tower linear shape after the closure of the kilometer-level mixed beam cable-stayed bridge. The specific calculation of this step S5 is prior art.
S6, judging whether the main span steel structure linear relative error, the bridge axis relative error, the tower offset relative error and the cable force error meet the corresponding set errors, if so, completing closure, otherwise, entering the step S7; setting the linear relative error of a main span steel structure to be L/4000, setting the axial relative error of a bridge to be L/40000, setting the tower deviation relative error to be L/10000, and setting L as the length of the main span.
In order to ensure reasonable formation of bridge line shape and structural internal force, a cable force error is set to be 5%, and the cable force error refers to the error between the actual and theoretical of each cable.
And S7, adjusting the unstressed length of a second set cable on the kilometer-grade mixed beam cable-stayed bridge until all errors meet corresponding set errors. The second cable here does not mean that it is different from the first cable. The prior art is used for adjusting the linear relative error, the bridge axis relative error, the tower offset relative error and the cable force error of the main span steel structure to meet the specific preset error.
The denominators 4000, 40000 and 10000 in the error of the scheme are obtained by the following method:
1) firstly, determining a bridge target cable force and a target line shape by adopting an influence matrix method and a minimum bending energy method;
2) secondly, carrying out bridge parameter sensitivity analysis, exploring the influence degree of influencing cable force, tower deflection, bridge axis and main beam deformation and the difference of the target state quantity in the step 1), determining main and secondary factors influencing the target state quantity, and providing basis and support for manufacturing, installation, concrete pouring, bridge forming error analysis, parameter identification adjustment and error limit determination;
3) furthermore, based on the closure method provided by the invention, the data acquisition of manufacturing processing, installation segment stay cable stress-free length, structure stress-free linearity, cable force of a stay cable and structure internal force is carried out, and test data is brought into nonlinear software NLABS for analysis. The nonlinear calculation of the stay cable adopts a catenary theory, and the linear analysis of the main beam adopts a tangential displacement method.
4) And (3) continuously carrying out data acquisition in the step (3) and carrying into NLABS model calculation analysis along with the construction, and judging and formulating the limitation of the line shape, the bridge axis and the line tower offset error of the main span steel structure of the bridge according to the real-time calculation result and the influence of the parameter sensitivity analysis in the steps 1) and 2) on the state error of the bridge forming target.
Theoretical analysis and practice show that the mechanical forms of kilometer-grade mixed beam cable-stayed bridges (the main span length is 900-1100 m) are similar, and the closure method provided by the invention can effectively avoid the complicated construction process caused by temporary load change and temperature change in the construction period, so that uncontrollable errors are caused. For a kilometre-sized composite beam cable-stayed bridge, because of more sections and long experience period, if the control is performed like a traditional cable-stayed bridge with a main span of about 400-500 m, uncertain factors can be caused due to the temporary loads and the change of construction procedures and environment, the regulation and control complexity is increased, the error accumulation is increased accordingly, and the bridge forming quality is influenced.
Claims (5)
1. The closure method of the kilometric hybrid beam cable-stayed bridge is characterized by comprising the following steps:
s1, determining the pushing directions of main beams at two sides of the kilometric mixed beam cable-stayed bridge according to the single-side pushing amount, wherein the single-side pushing amount is (the actual length of the closure opening-the reference length of the closure opening)/2;
s2, adjusting the unstressed lengths of the guys on the two sides of the closure opening on the kilometer-grade mixed beam cable-stayed bridge to enable the line shapes on the two sides of the closure opening to be in line with the line shapes on the two sides of the closure opening in the reference model;
s3, executing pushing to enable the actual length of the closing opening to be equal to the reference length of the closing opening, locking the closing opening and removing the pushing;
s4, after hoisting the closure section beam, adjusting the unstressed lengths of the pull cables on two sides of the closure opening to a reference value, wherein the length of the closure section beam is the reference length of the closure opening;
s5, predicting relative errors of main span steel structure linear shape, bridge axis relative errors, tower deflection relative errors and cable force errors after the bridge is formed by combining subsequent construction based on the measurement data of cable force, main beam stress, main beam linear shape, cable unstressed length and cable tower linear shape after the closure of the kilometer-level mixed beam cable-stayed bridge;
s6, judging whether the main span steel structure linear relative error, the bridge axis relative error, the tower offset relative error and the cable force error meet the corresponding set errors, if so, completing closure, otherwise, entering the step S7; setting the linear relative error of the main span steel structure to be L/4000, setting the axial relative error of the bridge to be L/40000, setting the tower deviation relative error to be L/10000, and setting L to be the main span length;
and S7, adjusting the unstressed length of the stay cable which is not in accordance with the error requirement on the kilometer-grade mixed beam cable-stayed bridge until all errors meet the corresponding set errors.
2. The closure method for kilometer-grade hybrid beam cable-stayed bridges according to claim 1, wherein the set cable force error is 5%.
3. The closure method of the kilometer-grade hybrid beam cable-stayed bridge as claimed in claim 1, wherein the method for determining the pushing direction is as follows:
if the single-side displacement is a negative value, pushing the main beams at the two sides towards the shore side respectively;
if the displacement of the single side is a positive value, the main beams on the two sides are respectively pushed towards the river side.
4. The closure method for kilometer-scale hybrid beam cable-stayed bridges according to any one of claims 1 to 3, wherein the method for performing pushing comprises:
a pushing device (4) is arranged between a first stop block (5) on the main beam mounting platform (1) and a bottom bulge (6) of the main beam, a limiting device (3) is arranged between a second stop block (2) on the main beam mounting platform (1) and the bottom bulge (6) of the main beam, and the second stop block (2) is opposite to the first stop block (5) and is positioned on the axis of the main beam mounting platform (1);
utilize thrustor (4) and stop device (3) to push away the girder, the biggest top thrust that pushes away the in-process equals to predetermine top thrust, predetermines top thrust and is equal to the total frictional resistance of side span support-mid-span unbalanced force cable force horizontal component + predetermines the increment.
5. The closure method of a kilometer-grade hybrid beam cable-stayed bridge, as recited in claim 4, characterized in that the unstressed lengths of the cables at the two sides of the closure opening are adjusted by adjusting the elongation of the cable anchor heads at the two sides of the closure opening.
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| CN113106872A (en) * | 2021-04-14 | 2021-07-13 | 长沙理工大学 | Mid-span closure method for steel box girder of cable-stayed bridge |
| CN113591186B (en) * | 2021-07-21 | 2023-09-12 | 中铁大桥勘测设计院集团有限公司 | Method and system for determining manufacturing configuration of steel truss girder |
| CN114692263B (en) * | 2022-02-15 | 2024-10-18 | 广东省冶金建筑设计研究院有限公司 | Model construction method and construction method of cable-stayed bridge transverse deviation correcting pushing device |
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| GB528466A (en) * | 1939-04-08 | 1940-10-30 | Dorman Long And Company Ltd | Improvements in or relating to suspension bridges |
| CN101864735B (en) * | 2010-07-16 | 2011-07-27 | 中铁二局股份有限公司 | Construction method of joint section of continuous steel structure combined stayed-cable bridge of high speed railway |
| CN102154990B (en) * | 2011-05-13 | 2012-12-05 | 长沙理工大学 | Electing method for side span overhang-middle span cable-stayed three-tower self-anchored type combination suspension bridge |
| CN103215897B (en) * | 2013-03-26 | 2015-03-25 | 天津市市政工程研究院 | Closure construction method of cable-stayed bridge |
| CN107245951B (en) * | 2017-06-27 | 2020-04-21 | 中铁四局集团第五工程有限公司 | Mid-span and double-side simultaneous closure construction method for cable-stayed bridge |
| CN110644367A (en) * | 2019-09-19 | 2020-01-03 | 中铁大桥科学研究院有限公司 | Closure method and closure system for steel box girder of cable-stayed bridge |
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