CN113512946B - Deviation error control method for main tower of suspension bridge - Google Patents
Deviation error control method for main tower of suspension bridge Download PDFInfo
- Publication number
- CN113512946B CN113512946B CN202110427966.3A CN202110427966A CN113512946B CN 113512946 B CN113512946 B CN 113512946B CN 202110427966 A CN202110427966 A CN 202110427966A CN 113512946 B CN113512946 B CN 113512946B
- Authority
- CN
- China
- Prior art keywords
- cable
- counterweight
- catwalk
- load
- deviation
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- 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
-
- 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
- E01D11/02—Suspension bridges
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a method for controlling deviation errors of a main tower of a suspension bridge, which belongs to the technical field of bridge construction, wherein after catwalk modification and cable-carrying cranes are installed, a counterweight load is applied to a catwalk construction platform to ensure that the horizontal unbalance force F of the tower top is 0 and the deviation error Delta L of the main tower is 0 under the combined action of catwalk load, cable-carrying crane load and counterweight load, and the counterweight, the cable-carrying cranes and the catwalk are dismantled after the bridge is formed. By adopting the control method, the deviation error of the main tower in the bridge forming state can be controlled, and the construction quality of the bridge is ensured.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a deviation error control method for a main tower of a suspension bridge.
Background
At present, the construction control of the suspension bridge focuses on the stress-free manufacturing lengths of the main cable and the suspension cable and the line shapes of the main cable and the main beam, and the line shapes of the main tower are less concerned, so that the deviation error of the main tower is larger when most of the suspension bridges form the bridge. The main tower is used as a main pressure-bearing member, the tower top deviation error is large, the tower bottom pressure stress is not uniformly distributed, the safe storage of the main tower pressure stress is reduced, the stability of the main tower is reduced, and even the normal use of the bridge is influenced under the extreme load condition. Therefore, it is desirable to provide a method for controlling the deviation error of the main tower of the suspension bridge, which can control the deviation error of the main tower in the bridge-forming state.
Disclosure of Invention
In view of this, the present invention provides a method for controlling a deviation error of a main tower of a suspension bridge, which can control the deviation error of the main tower in a bridge-forming state, and ensure the construction quality of the bridge.
In order to achieve the purpose, the invention provides the following technical scheme:
after catwalk modification and cable-carried crane installation are completed, counterweight load is applied to a catwalk construction platform, so that tower top unbalance horizontal force F is 0 and main tower offset error delta L is 0 under the combined action of catwalk load, cable-carried crane load and counterweight load, and after a bridge is formed, the counterweight, cable-carried crane and catwalk are dismantled.
Further, the control method comprises the following steps:
(1) calculating a balance weight, namely calculating a main tower deviation delta L caused by catwalk load and cable-carried crane load in an empty cable state, and adjusting balance weight load concentration and a balance weight area through trial calculation to ensure that the tower top unbalance horizontal force F is 0 and the delta L is 0 under the combined action of catwalk load, cable-carried crane load and balance weight load;
(2) formulating a counterweight scheme;
(3) and monitoring the deviation of the main tower in the counterweight process.
Further, in the step (1), the counterweight calculation uses a finite element model to equate the catwalk dead weight to the node load acting on the main cable clamp, and equate the dead weights of the two midspan cable cranes to the node loads acting on the two cable clamps closest to the midspan, so as to calculate the main tower deviation Δ L.
Further, in the step (2), the counterweight scheme adopts a counterweight which has good integrity and is prevented from scattering, the whole catwalk working surface is uniformly paved in the transverse direction and the longitudinal direction during counterweight, and graded loading is carried out in regions according to the counterweight calculation result.
Further, in the step (3), the step of monitoring the deviation of the main tower in the process of counterweight is as follows: a. after the main cable is erected, the deviation of the main tower is measuredBit L0(ii) a b. After catwalk hanging change is completed, cable crane installation is completed and the cable crane is moved to a midspan position, main tower deviation L is measured1(ii) a c. Carrying out graded loading according to the counterweight scheme in different regions, and measuring the deviation L of the main tower after each grade of loading2,L3,···,Li(ii) a d. The actual measurement deviation L of the main tower after the final stage of counterweight is finished is ensured by taking the actual measurement deviation of the main tower as a control targeti=L0。
Furthermore, after the bridge is formed, the midspan cable crane is returned to the midspan position, then the counterweight and the cable crane are removed, and finally the catwalk is removed.
The invention has the beneficial effects that:
according to the method for controlling the deviation error of the main tower of the suspension bridge, disclosed by the invention, after catwalk modification and cable-carried crane installation are finished, the counterweight load is applied on a catwalk construction platform, so that the tower top unbalance horizontal force and deviation under the combined action of the catwalk load, the cable-carried crane load and the counterweight load are ensured to be equal to zero, the deviation error of the main tower in a bridge forming state caused by modification and removal of the catwalk and installation and removal of the cable-carried crane is eliminated, and the construction quality of the bridge is ensured.
Additional advantages, objects, and features of the invention will be set forth in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention. The objectives and other advantages of the invention may be realized and attained by the means of the instrumentalities and combinations particularly pointed out hereinafter.
Drawings
In order to make the object, technical scheme and beneficial effect of the invention more clear, the invention provides the following drawings for explanation:
FIG. 1 is a schematic diagram of the deviation of catwalk changing and crane load generated on the tower top under the condition of no counterweight in an empty cable state;
FIG. 2 is a schematic diagram of an offset error generated at the top of a tower after a catwalk and a crane are dismantled in a bridge state;
fig. 3 is a schematic view of the counterweight in an empty cable state.
Detailed Description
Cause analysis: because the design of the suspension bridge catwalk construction platform and the main cable is calculated by adopting the catenary theory, and the horizontal forces of the construction platform and the main cable at the top of the tower are equal, the main tower cannot deviate in the process of erecting the catwalk construction platform and the main cable. When the main cable saddle is installed, the pre-deviation is set in advance on the tower top, and when the main tower deviates due to the hoisting of the stiffening beam and the subsequent second-stage constant-load construction, the main tower is reset through pushing. Theoretically, catwalk construction platform erection, main cable erection, stiffening beam hoisting and follow-up second-stage constant-load construction can not cause the main tower to generate deviation errors.
Before the hoisting construction of the stiffening beam, in order to adapt to the large displacement deformation of the main cable in the hoisting construction process of the stiffening beam, the catwalk needs to be hung on the main cable instead. The modified catwalk stress system does not accord with the catenary theory any more, the dead weight load is equivalent to the node load acting on the main cable, and the dead weight load of the middle-side span catwalk is asymmetric, so unbalanced horizontal force is generated on the top of the tower. In addition, the cable crane is also installed before the hoisting construction of the stiffening beam, the dead load is equivalent to the node load acting on the main cable, and unbalanced horizontal force can be generated on the tower top under the condition that only the cable crane is arranged in the midspan or the cable crane is arranged in the midspan (the midspan is generally asymmetric in span).
As shown in fig. 1 to 2, assuming that an unbalanced horizontal force generated at the tower top by a catwalk modifying and installing a cable crane is F, and the thrust stiffness of the main tower in an empty cable state is K, an offset Δ L, that is, Δ L is F/K, is generated at the tower top. Because the main cable force under the bridge state is far greater than the main cable force under the empty cable state, the stiffening beam limiting device also changes the constraint state of the main tower, so that the thrust resistance rigidity K 'of the main tower under the bridge state is greatly changed, and K' is not equal to K. The catwalk and the cable crane are generally dismantled after the bridge is formed, and the dismantling process can be regarded as that horizontal force-F with equal magnitude and opposite direction is generated at the tower top, the generated tower top deviation delta L 'is-F/K', as K 'is not equal to K, the | delta L | ≠ delta L |, the main tower cannot be completely reset, and thus the tower top deviation error F is ═ delta L | - |, delta L' |. Therefore, the modification and the removal of the catwalk and the installation and the removal of the cable crane are main reasons of deviation errors of the main tower in the bridge forming state.
As shown in fig. 3, after catwalk modification and cable crane installation are completed, the method for controlling deviation error of main tower of suspension bridge according to the present invention applies counterweight load on catwalk construction platform to ensure that tower top unbalance horizontal force F is 0 and main tower deviation error Δ L is 0 under combined action of catwalk load, cable crane load and counterweight load, and then removes counterweight, cable crane and catwalk after forming bridge.
In this embodiment, the control method includes the following steps:
(1) calculating a balance weight, namely calculating a main tower deviation delta L caused by catwalk load and cable-carried crane load in an empty cable state, and adjusting balance weight load concentration and a balance weight area through trial calculation to ensure that the tower top unbalance horizontal force F is 0 and the delta L is 0 under the combined action of catwalk load, cable-carried crane load and balance weight load;
(2) formulating a counterweight scheme;
(3) and monitoring the deviation of the main tower in the counterweight process.
In this embodiment, in step (1), the counterweight calculation uses a finite element model to equate the catwalk deadweight to the node load acting on the main cable clamp, and equate the two midspan cable cranes deadweight to the node load acting on the two cable clamps closest to the midspan, so as to calculate the main tower deviation Δ L.
In this embodiment, in step (2), the counterweight scheme adopts a counterweight that has good integrity and prevents scattering, and when the counterweight is used, the whole catwalk working surface is uniformly paved along the transverse direction and the longitudinal direction, and graded loading is performed in regions according to the counterweight calculation result.
In this embodiment, in step (3), the step of monitoring the deviation of the main tower during the counterweight process includes: a. after the main cable is erected, the deviation L of the main tower is measured0(ii) a b. After catwalk hanging change is completed, cable crane installation is completed and the cable crane is moved to a midspan position, main tower deviation L is measured1(ii) a c. Carrying out graded loading according to the counterweight scheme in different regions, and measuring the deviation L of the main tower after each grade of loading2,L3,···,Li(ii) a d. The actual measurement deviation of the main tower is taken as a control target to ensure that the final stage of balance weight is finishedActual measurement deviation L of finished main toweri=L0。
In this embodiment, after the bridge is formed, the midspan cable crane is first retracted to the midspan position, then the counterweight and the cable crane are removed, and finally the catwalk is removed.
The method for controlling the deviation error of the main tower of the suspension bridge is also suitable for a separated catwalk or a suspension bridge with a cable crane on a side span, the dead weight of the cable crane on the side span is equivalent to the node load acting on a cable clamp at the hoisting position of a stiffening girder on the side span during counterweight calculation, and a counterweight area is not limited to the side span and can be arranged in the middle span according to the actual condition (not shown in a schematic diagram); in addition, the method can also adjust the counterweight area and concentration to make the actual measurement deviation L of the main tower after counterweight is finishediAnd reaching a specific target value, and eliminating the deviation error of the main tower caused by construction errors before the stiffening girder is hoisted and realizing the optimal linear shape of the main tower in a bridge forming state.
Finally, it is noted that the above-mentioned preferred embodiments illustrate rather than limit the invention, and that, although the invention has been described in detail with reference to the above-mentioned preferred embodiments, it will be understood by those skilled in the art that various changes in form and detail may be made therein without departing from the scope of the invention as defined by the appended claims.
Claims (2)
1. A deviation error control method for a main tower of a suspension bridge is characterized by comprising the following steps: after catwalk modification and installation of the cable-carried crane are completed, counterweight load is applied to a catwalk construction platform, the tower top unbalance horizontal force F is 0 under the combined action of catwalk load, cable-carried crane load and counterweight load, the main tower offset error delta L is 0, and after a bridge is formed, the counterweight, the cable-carried crane and the catwalk are dismantled, wherein the control method comprises the following steps:
(1) calculating a balance weight, namely calculating a main tower deviation delta L caused by catwalk load and cable-carried crane load in an empty cable state, and adjusting balance weight load concentration and a balance weight area through trial calculation to ensure that the tower top unbalance horizontal force F is 0 and the delta L is 0 under the combined action of catwalk load, cable-carried crane load and balance weight load;
(2) formulating a counterweight scheme;
(3) monitoring the deviation of the main tower in the process of balancing weight;
in the step (1), the counterweight calculation utilizes a finite element model to enable the dead weight of the catwalk to be equivalent to the node load acting on the main cable clamp, and enable the dead weights of the two midspan cable cranes to be equivalent to the node load acting on the two cable clamps closest to the midspan, so that the deviation delta L of the main tower is calculated; in the step (2), the counterweight scheme adopts a counterweight which has good integrity and is prevented from scattering, the whole catwalk working surface is uniformly paved in the transverse direction and the longitudinal direction during counterweight, and graded loading is carried out in regions according to the counterweight calculation result; in the step (3), the step of monitoring the deviation of the main tower in the process of balancing weight comprises the following steps: a. after the main cable is erected, the deviation L of the main tower is measured0(ii) a b. After catwalk hanging change is completed, cable crane installation is completed and the cable crane is moved to a midspan position, main tower deviation L is measured1(ii) a c. Carrying out graded loading in different regions according to a counterweight scheme, and measuring the deviation L of the main tower after each grade of loading2,L3V. Li; d. and taking the actual measurement deviation of the main tower as a control target, and ensuring that the actual measurement deviation Li of the main tower after the final stage of counterweight is finished is L0, wherein the deviation error of the main tower is the deviation error of the main tower in a bridge forming state caused by the hanging and dismantling of catwalks and the installation and dismantling of cable cranes.
2. The method of claim 1, wherein: and after the bridge is formed, the midspan cable crane is returned to the midspan position, then the counterweight and the cable crane are removed, and finally the catwalk is removed.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN202110427966.3A CN113512946B (en) | 2021-04-21 | 2021-04-21 | Deviation error control method for main tower of suspension bridge |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
CN202110427966.3A CN113512946B (en) | 2021-04-21 | 2021-04-21 | Deviation error control method for main tower of suspension bridge |
Publications (2)
Publication Number | Publication Date |
---|---|
CN113512946A CN113512946A (en) | 2021-10-19 |
CN113512946B true CN113512946B (en) | 2022-05-20 |
Family
ID=78061352
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
CN202110427966.3A Active CN113512946B (en) | 2021-04-21 | 2021-04-21 | Deviation error control method for main tower of suspension bridge |
Country Status (1)
Country | Link |
---|---|
CN (1) | CN113512946B (en) |
Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN101225638A (en) * | 2007-12-20 | 2008-07-23 | 中铁大桥局股份有限公司 | Method for mounting ground anchor type suspension bridge prestressed concrete stiffening box girder |
JP2012255300A (en) * | 2011-06-09 | 2012-12-27 | Sumitomo Mitsui Construction Co Ltd | Construction method for upper road type suspended slab bridge |
Family Cites Families (24)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
GB2011980B (en) * | 1977-11-02 | 1982-05-26 | Dinardo & Partners | Bridges and method of bridge construction |
GB2192838B (en) * | 1986-07-05 | 1990-01-10 | New Holland Shipyard Limited | A ships gangway |
JPS6429505A (en) * | 1987-07-24 | 1989-01-31 | Ishikawajima Harima Heavy Ind | Method of adjusting catwalk at time of erection of suspension bridge cable through method of air spinning construction |
JPS6429506A (en) * | 1987-07-24 | 1989-01-31 | Ishikawajima Harima Heavy Ind | Method of adjusting catwalk at time of erection of suspension bridge cable through method of air spinning construction |
JP2002038421A (en) * | 2000-07-27 | 2002-02-06 | Shinko Wire Co Ltd | Erection method of structure |
JP2004300744A (en) * | 2003-03-31 | 2004-10-28 | Jfe Engineering Kk | Windproof bridge |
CN2816119Y (en) * | 2005-06-16 | 2006-09-13 | 上海市政工程设计研究院 | Regulation positioning apparatus of prefabricated heavy-duty pier |
CN201358439Y (en) * | 2009-02-18 | 2009-12-09 | 路桥集团国际建设股份有限公司 | Catwalk anchorage adjusting device |
CN101838969B (en) * | 2010-02-09 | 2012-01-18 | 长沙理工大学 | Method for stretching single-tower double-span self-anchored suspension bridge sling of side-span splay cable knot in supportless way |
KR101159449B1 (en) * | 2010-07-01 | 2012-06-25 | 대림산업 주식회사 | Catwalk Rope Carrier Using Friction of Hauling Cable |
TWI564452B (en) * | 2014-12-03 | 2017-01-01 | 財團法人國家實驗研究院 | Light-weight temporary bridge system and building method thereof |
CN104846747B (en) * | 2015-05-19 | 2017-01-04 | 长安大学 | A kind of self-anchored suspension bridge suspender tension technique based on self equilibrium systems |
CN105603879B (en) * | 2015-12-29 | 2017-06-23 | 四川石油天然气建设工程有限责任公司 | The construction technology in large-scale pipeline crossing construction cat road |
CN106978784B (en) * | 2017-05-26 | 2018-07-27 | 贵州桥梁建设集团有限责任公司 | A kind of Long span highway suspension bridge Demolition Construction method |
CN207392064U (en) * | 2017-08-28 | 2018-05-22 | 中交一公局第三工程有限公司 | A kind of cat road changes lifting rope and removes device and cat road dismounting device |
CN108643057B (en) * | 2018-06-20 | 2019-08-20 | 大连理工大学 | A kind of interim anchor cable in girder of suspension bridge erection process balances construction method |
CN109137744B (en) * | 2018-10-19 | 2020-07-31 | 中国市政工程中南设计研究总院有限公司 | Asymmetric construction method and control method for main truss of large-span flexible suspension bridge |
JP7174317B2 (en) * | 2018-12-27 | 2022-11-17 | 三井住友建設株式会社 | Fixing structure of slanted cable |
CN109972493A (en) * | 2019-03-15 | 2019-07-05 | 浙江省交通规划设计研究院有限公司 | A kind of self-anchored suspension bridge design and construction method of First cable later girder |
CN212052333U (en) * | 2019-12-11 | 2020-12-01 | 湖北省路桥集团有限公司 | Suspension bridge catwalk surface course installing the system |
CN111139743A (en) * | 2019-12-26 | 2020-05-12 | 中铁十七局集团第三工程有限公司 | Method for improving speed of highway beam frame and installation method of gantry crane |
CN112227206B (en) * | 2020-09-07 | 2022-03-25 | 中交二航局第二工程有限公司 | Process design and construction method for ground anchor to self-anchored beam |
CN112095490A (en) * | 2020-09-09 | 2020-12-18 | 中铁六局集团有限公司 | Large-span steel truss girder single cantilever construction method |
CN112231817A (en) * | 2020-10-27 | 2021-01-15 | 重庆交通大学 | Method and system for calculating equivalent thrust stiffness value of main cable to cable tower and longitudinal deviation of cable tower |
-
2021
- 2021-04-21 CN CN202110427966.3A patent/CN113512946B/en active Active
Patent Citations (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN101225638A (en) * | 2007-12-20 | 2008-07-23 | 中铁大桥局股份有限公司 | Method for mounting ground anchor type suspension bridge prestressed concrete stiffening box girder |
JP2012255300A (en) * | 2011-06-09 | 2012-12-27 | Sumitomo Mitsui Construction Co Ltd | Construction method for upper road type suspended slab bridge |
Non-Patent Citations (3)
Title |
---|
大跨度悬索桥主缆索股无应力长度修正方法及影响因素分析;李洋等;《湖南交通科技》;20191231;第45卷(第4期);第92-97页 * |
清水河大桥桥塔预抬高和猫道架设过程中的允许偏位分析;张胜利等;《公路交通科技》;20170630;第13卷(第06期);第245-247页 * |
赣江公路大桥主缆架设线形控制技术;田军伟等;《公路交通技术》;20101031;第6卷(第5期);第58-61页 * |
Also Published As
Publication number | Publication date |
---|---|
CN113512946A (en) | 2021-10-19 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
CN108491635B (en) | Method for jointly calculating boom force and main cable line shape of suspension bridge | |
CN108708265B (en) | A kind of steel camber arch bridge construction method | |
CN111859768B (en) | Test method for determining deflection of box girder bridge based on single-girder finite element model | |
CN105740560A (en) | Simulation assembling method used for continuous assembling construction of steel pipe arch rib segment bed jig method | |
CN114329697A (en) | Method for determining structural deformation and internal force of suspension bridge under action of transversely distributed live load | |
CN108505458A (en) | A kind of suspension bridge removes the monitoring method of overall process | |
CN105971292A (en) | Synchronous slippage construction technique for double-span net rack with middle column | |
CN113512946B (en) | Deviation error control method for main tower of suspension bridge | |
CN112395797B (en) | Oil-gas pipe suspension cable crossing simulation analysis method | |
CN113468632B (en) | Method for determining full-bridge response of suspension bridge under action of eccentric live load | |
CN117113743A (en) | Design method for main arch rib erection line type and cable crane bearing cable of bridge | |
CN104612409A (en) | Pipe truss structure single pipe supporting sorted unloading tool and using method thereof | |
CN111931282A (en) | Method for calculating one-time tensioning cable-stayed buckle hanging cable force based on unknown load coefficient method | |
CN115233831B (en) | Integral continuous lifting method for multi-point large-span space steel structure with freely controlled deflection | |
CN115357965B (en) | Self-anchored suspension bridge and bridge forming line shape determining method thereof | |
CN111335168A (en) | Closure method for kilometric hybrid beam cable-stayed bridge | |
CN110414179B (en) | Cable body damage monitoring method and system for inhaul cable type bridge with main longitudinal beam | |
CN102877657A (en) | Large-span H-shaped plane composite structure beam string upper-air cable replacement construction method | |
CN112464534B (en) | Oil and gas pipe suspension cable crossing simulation analysis model and construction method thereof | |
CN105155424B (en) | A kind of arch door shape steel leaning tower Inclined cable-stayed construction technology | |
Mercier et al. | Lateral stability of slender cold-rolled hollow tubular sections with initial imperfections | |
CN110686632B (en) | Method for measuring initial geometric defects of H-shaped section steel compression bar | |
CN112524334A (en) | Construction method for large-scale cable crossing of oil and gas pipeline and tower dynamic stabilization process thereof | |
CN110472376B (en) | Method for identifying rigidity of supporting piece of special-shaped tower consolidation system | |
CN114036801A (en) | Design method for reasonable bridging state of self-anchored suspension bridge |
Legal Events
Date | Code | Title | Description |
---|---|---|---|
PB01 | Publication | ||
PB01 | Publication | ||
SE01 | Entry into force of request for substantive examination | ||
SE01 | Entry into force of request for substantive examination | ||
GR01 | Patent grant | ||
GR01 | Patent grant |