CN101187199A - Self-anchoring type suspension bridge system conversion construction method - Google Patents
Self-anchoring type suspension bridge system conversion construction method Download PDFInfo
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- CN101187199A CN101187199A CNA2007101689882A CN200710168988A CN101187199A CN 101187199 A CN101187199 A CN 101187199A CN A2007101689882 A CNA2007101689882 A CN A2007101689882A CN 200710168988 A CN200710168988 A CN 200710168988A CN 101187199 A CN101187199 A CN 101187199A
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Abstract
A self-anchored rope-suspension bridge system conversion construction method relates to a construction method, which converts the dead weight of a stiffening girder to a main cable. The self-anchored rope-suspension bridge system conversion of the invention is a process which realizes connection of a main rope of the bridge and the stiffening girder and forms a self-anchored system. The invention provides two system conversion methods, one is that the stiffening girder is pressed and elevated integrally, and a suspender and a pole are installed under the state of without stress, and after the lengths of the suspender and the pole are precisely regulated, the bracket support of the stiffening girder is removed, and the stiffening girder is suspended on the main rope, the other is that a suspender and a pole are firstly installed, and the suspender and the pole are stretched in batch and in stage, and the stiffening girder is converted into main rope suspension from the bracket support. The first method conducts system conversion, which has the advantage that devices for stretching the suspender and the pole are not needed, and the shortcoming is that the difficulty is relatively large when the suspender and the pole are needed to be regulated, and more pressing and raising device material is needed simultaneously. The result of adopting the second method is opposite, appropriate proposal is determined according to characteristics and requirements of the bridge and combining technique economy when is specific construction.
Description
Technical field
The present invention relates to a kind of deadweight and be transformed into job practices on the main push-towing rope stiff girder.
Background technology
Along with the progress of development and national economy and bridge technology, a kind of new type suspension bridge that is different from earth anchored suspension bridge---self-anchored suspension bridge has obtained bigger development in China.Self-anchored suspension bridge is different with the sequence of construction of earth anchored suspension bridge superstructure in work progress: earth anchored suspension bridge sets up main push-towing rope earlier stiff girder is installed again, self-anchored suspension bridge then is to set up stiff girder earlier to make its global formation set up main push-towing rope again suspension rod is installed, and carries out the system conversion then the deadweight of stiff girder is transformed on the main push-towing rope.The system conversion is the key technique in the self-anchored suspension bridge building course.
Summary of the invention
The objective of the invention is at above-mentioned present situation, aim to provide a kind of self-anchoring type suspension bridge system conversion construction method that the deadweight of stiff girder can be transformed on the main push-towing rope.
System transfer principle of the present invention is:
1, system conversion refer to earlier with stiff girder bridge location adopt incremental launching method or support assembling construction form integral body, after finish main push-towing rope and set up, again by hoist cable, bar, stiff girder is hung process on main push-towing rope;
2, system conversion process is the process that each component stress, strain heavily distribute, and finally forms the self-anchoring system of main push-towing rope tension, stiff girder pressurized;
3, system conversion process is calculated construction stage, the step of determining that the system conversion regime is corresponding down according to the self-anchored suspension bridge designing requirement; Hoist cable, bar and stiff girder connection process should adapt, mate with the procedural order of cat head main cable saddle pushing tow;
4, the main member displacement is big in the system conversion process, and along with the main span main push-towing rope loads gradually, the horizontal movement of cat head need be controlled to guarantee king-tower safety, can realize by the pre-classification pushing tow partially of main cable saddle; The decrement of girder is big, during each agent structure pier, interim pier, spelling platform all want overcome friction, relative tendency toward sliding is arranged, need take the safety measure of anti-sliding stop
Self-anchoring type suspension bridge system conversion construction method, have hoist cable, bar are installed earlier, stretch-draw hoist cable, bar stage by stage in batches again are converted into main push-towing rope suspention method or whole top, lifting stiff girder with stiff girder from bracket supports, hoist cable, bar method are installed under stressless state
1) system of stretch-draw hoist cable mode conversion:
Cord clip and hoist cable are installed on the 1. empty cable, the cat road are hung on main push-towing rope,
2. system is changed hoist cable, bar stretching construction:
Stretch-draw value methods such as a, employing classification are to the hoist cable more than at least 3 numberings, bar synchronous tension, and the stretch-draw classification is carried out, and phases in.
When b, king-tower top main cable saddle will be along with hoist cable stretch-draw progressively to span centre side pushing tow, hoist cable all install stretch-draw intact and adhere to specification after, with permanent locking between cable saddle pedestal and base plate,
C, the interim pier of dismounting or cast-in-place support,
2) system that the hoist cable mode is installed behind whole top, the lifting stiff girder is changed
1. preparation: main push-towing rope, cord clip are installed, and hoist cable hangs on main push-towing rope, and the cat road is hung on main push-towing rope,
2. the integral body of stiff girder promotes and the beam that falls:
A, stiff girder are whole to be promoted, and stiff girder carries out the installation of hoist cable by root after promoting and putting in place, treat the hoist cable installation after, again by the beam that progressively falls to design elevation, finish stiff girder by the linear suspention fully of design,
The top lifting of b, stiff girder and fall and to carry out according to the order of sequence, and in time the top is moved cable saddle cat head is resetted,
C, on the top, in the beam process that falls, should in time carry out pad or remove pad,
D, top lifting location arrangements distribution beam is disperseed top power at the bottom of stiff girder,
In e, the jacking process, take each interim pier Jacking point to carry out jacking progressively, stage by stage,
After f, system convert, remove temporory structuries such as interim pier.
Self-anchoring type suspension bridge system of the present invention conversion is meant the process that is connected, forms self-anchoring system that realizes bridge main push-towing rope and stiff girder, the invention provides two kinds of transforming methods of structural system: the one, the integral jacking stiff girder, hoist cable, bar are installed under stressless state, after accurately adjusting hoist cable, pole length, remove the stent support of stiff girder, stiff girder is suspended on the main push-towing rope; The 2nd, hoist cable, bar are installed earlier, stretch-draw hoist cable, bar stage by stage in batches are converted into the main push-towing rope suspention with stiff girder from bracket supports again.Method one is carried out system, and to change its advantage be the equipment that does not generally need suspension rod is carried out stretch-draw, and shortcoming is that difficulty is bigger in the time of need adjusting for suspension rod, needs more top lifting equipment and materials simultaneously; It is then opposite to adopt method two to carry out the system conversion, should be when specifically constructing according to bridge characteristics and requirement, and combination technology economy is relatively determined suitable scheme.
The specific embodiment
System transfer principle of the present invention is:
1, system conversion refer to earlier with stiff girder bridge location adopt incremental launching method or support assembling construction form integral body, after finish main push-towing rope and set up, again by hoist cable, bar, stiff girder is hung process on main push-towing rope;
2, system conversion process is the process that each component stress, strain heavily distribute, and finally forms the self-anchoring system of main push-towing rope tension, stiff girder pressurized;
3, system conversion process is calculated construction stage, the step of determining that the system conversion regime is corresponding down according to the self-anchored suspension bridge designing requirement; Hoist cable, bar and stiff girder connection process should adapt, mate with the procedural order of cat head main cable saddle pushing tow;
4, the main member displacement is big in the system conversion process, and along with the main span main push-towing rope loads gradually, the horizontal movement of cat head need be controlled to guarantee king-tower safety, can realize by the pre-classification pushing tow partially of main cable saddle; The decrement of girder is big, during each agent structure pier, interim pier, spelling platform all want overcome friction, relative tendency toward sliding is arranged, need take the safety measure of anti-sliding stop.
System of the present invention conversion has installs hoist cable, bar earlier, and stretch-draw hoist cable, bar stage by stage in batches again are converted into main push-towing rope suspention method or whole top, lifting stiff girder with stiff girder from bracket supports, and hoist cable, bar method are installed under stressless state.
One, the system of stretch-draw hoist cable mode conversion:
1) preparation:
1. measure setting-out, cord clip and hoist cable are installed on the empty cable, the cat road is hung on main push-towing rope.
2. operation platform is prepared
Hoist cable, bar stretch-draw generally under stiff girder suspension centre anchor case, are installed tensioning equipment at the bottom of making things convenient for personnel to descend beam, are removed extend bar and tension operation, and hoist cable, bar stretch-draw pin hand mobile platform should be set, and this platform also can utilize the stiff girder checkout facility.
Hoist cable, bar anchor head are at regular intervals to the stiff girder bridge floor, need the configuration construction scaffolding, for constructor's dismounting hoist cable, the bar stretch-draw bar of extending.
3. tensioning equipment is prepared: choose reasonable stretch-draw is with jack and supporting accurate oil meter, must be before tensioning equipment comes into operation through supporting demarcation,
4. the cat road is hung: because after the system conversion, the variation near broken line will take place the freely-suspended line style of main push-towing rope, thereby the line style of the former cat road face that sets up after no longer setting a roof beam in place with main push-towing rope matches; , before hoist cable, the conversion of bar stretch-draw system, the cat road should be hung on main push-towing rope for this reason,
2) system conversion hoist cable, bar stretching construction process:
1. hoist cable, bar tension sequence are carried out the principle of design code, and upstream and downstream answer symmetry to carry out synchronously, at least 3 hoist cable synchronous tensions that numbering is above, and the corresponding hoist cable of two width of cloth bridges also requires synchronous tension;
2. stretch-draw should be taked mode in parallel with jack, guarantees the synchronism of stretch-draw hoist cable, bar Suo Li, should adopt stretch-draw value method stretch-draw such as classification to make Suo Li even, and stretch-draw is as the criterion with the controlled pressure meter reading, monitors with the monitoring sensor reading;
3. king-tower cable saddle pushing tow:
In system conversion process, tensile stress does not appear for guaranteeing the king-tower root, and progressively to span centre side pushing tow, the opportunity of pushing tow and pushing tow amount were pressed design code when king-tower top main cable saddle will be along with hoist cable stretch-draw;
It is to install in the end bay side of each cable saddle of king-tower to execute the top reaction frame that vertical top of cable saddle is moved, between reaction frame and cable saddle, lay the large-tonnage jack level and execute the top and make cable saddle pedestal gradation vertical shift, and locking cable saddle when reaching design pushing tow amount,
It is intact that hoist cable is all installed stretch-draw, after measurement cable saddle position adheres to specification, with permanent locking between cable saddle pedestal and base plate;
4. after system conversion hoist cable, bar stretch-draw are finished, can remove interim pier or cast-in-place support.
5. system is changed construction point
Stress reached maximum when a. single hoist cable stretching force was transferred rope in stretch-draw, stressed level during much larger than one-tenth bridge state, and hoist cable safety factor (bar) is less than normal, except adopting high accuracy stretch-draw oil meter, should divide multistage progressively stretch-draw to transfer rope, when assurance was linear, strict its stretching force of control must not be greater than the design code value.
B. no matter solely tower or double tower are from the anchor suspension bridge, and when system was changed, the variation of any one hoist cable all can have influence on the stressed of other hoist cable on the main push-towing rope.So carry out in strict accordance with the design code sequence synchronization when requiring stretch-draw to transfer rope, the hoist cable stretch-draw of same numbering must be synchronously, and Suo Li must not differ greater than the design code value in any case; Corresponding main cable saddle pushing tow requires also that branch is subsynchronous to carry out, and must not jump, the great-leap-forward pushing tow.
C. transfer in the rope process in stretch-draw,, take into account linear based on power; Before hoist cable is installed, tackle its stress-less length and make marks, in the stretching process, differ far away with Suo Li as linear, should stop this procedure immediately, investigate thoroughly reason, carry out the next procedure construction again.
D. transfer in the rope process in stretch-draw, answer the off normal of strict control king-tower cat head, in any case must not be greater than the design code permissible value;
E. transfer in the rope process in stretch-draw, because can not one-time-reach-place, the anchoring temporarily measure of falling the top should be taked, with plan safety.
F. stretch-draw transfers the rope time should be arranged in nocturnal temperature to carry out stable the time, when stretch-draw transfers rope to begin, must not stack any foreign material on the stiff girder, and beam face loop wheel machine also must be removed.
G. because hoist cable synchronous tension in the system conversion process, the stretch-draw step is many, for guaranteeing safety, under the situation of many hoist cable simultaneous tensions, during should every stretch-draw intact one-level, carry out the anchoring temporarily measure to the stretch-draw bar of extending, and carries out next stage stretch-draw again, phases in.
H. in the system conversion process, beam progressively breaks away from interim pier or cast-in-place support, and is maximum in the middle of the span centre; The pushing tow of main cable saddle can make the girder absolute altitude descend, and should note super pad backing plate, makes that the space remains on about 2cm between stiff girder and the pad, prepares against safety.
Two, the system conversion of hoist cable mode is installed behind whole top, the lifting stiff girder
1) preparation:
1. before the system conversion construction, stiff girder should be in place by the construction of design line style, and main push-towing rope, cord clip install, and hoist cable hangs on main push-towing rope, and the cat road is hung on main push-towing rope,
2. each top lifting plant is prepared by the working design scheme,
2) integral body of stiff girder promotes and the beam that falls:
1. the whole stiff girder that promotes need have been controlled heights of roofs and top lifting counter-force well,
2. after stiff girder promotes and to put in place, carry out the installation of hoist cable by root, treat the hoist cable installation after, make hoist cable and main push-towing rope progressively bear the stiff girder load by beam to the method for design elevation that progressively falls again, finish stiff girder by the linear suspention fully of design,
3. stiff girder should be carried out monitoring work in the beam process that falls, and need timely top to move cable saddle by construction control cat head is resetted,
4. on the top, in the beam process that falls, should in time carry out necessary pad or remove pad, with the guarantee system conversion work carry out smoothly and work progress in safety,
5. interim pier counter-force is bigger during the stiff girder top lifting, as utilize the direct top of jack stiff girder, then local stress is excessive easily causes local buckling distortion, is to guarantee that the top lifting construction safety is convenient, should be at the bottom of stiff girder the top lifting position take to arrange that mode such as distribution beam disperses top power;
6. can adopt steel plate and steel cushion block to carry out pad during back timber, convenient construction of removing pad when guaranteeing to fall beam;
7. jacking control: in the jacking process, as adopt each interim pier Jacking point jacking simultaneously, need resolve synchronously and overcome problems such as interim pier counter-force is excessive, should take each interim pier Jacking point to carry out jacking progressively, stage by stage, the jacking amount that every pier of should controlling well is each,
3) after system converts, remove temporory structuries such as interim pier.
4) system conversion construction point:
1. stiff girder should be taked progressively to rise simultaneously by design value integral body, repeatedly, progressively carrying out hoist cable under unstress state installs, treat after the whole installations of hoist cable again by the beam that progressively falls to make hoist cable and main push-towing rope progressively bear the stiff girder load to the mode of design attitude
2. the excessive situation of local stress should be overcome with the jack jacking, method dispersion top power such as distribution beam should be taked to arrange,
3. in the integral jacking system conversion process, should carry out monitoring in good time, carry out construction control work.
Claims (1)
1. self-anchoring type suspension bridge system conversion construction method, it is characterized in that installing earlier hoist cable, bar, stretch-draw hoist cable, bar stage by stage in batches again are converted into main push-towing rope suspention method or whole top, lifting stiff girder with stiff girder from bracket supports, hoist cable, bar method are installed under stressless state
1) system of stretch-draw hoist cable mode conversion:
Cord clip and hoist cable are installed on the 1. empty cable, the cat road are hung on main push-towing rope,
2. system is changed hoist cable, bar stretching construction:
Stretch-draw value methods such as a, employing classification are to the hoist cable more than at least 3 numberings, bar synchronous tension, and the stretch-draw classification is carried out, phase in,
When b, king-tower top main cable saddle will be along with hoist cable stretch-draw progressively to span centre side pushing tow, hoist cable all install stretch-draw intact and adhere to specification after, with permanent locking between cable saddle pedestal and base plate,
C, the interim pier of dismounting or cast-in-place support,
2) system that the hoist cable mode is installed behind whole top, the lifting stiff girder is changed:
1. preparation: main push-towing rope, cord clip are installed, and hoist cable hangs on main push-towing rope, and the cat road is hung on main push-towing rope,
2. the integral body of stiff girder promotes and the beam that falls:
A, stiff girder are whole to be promoted, and stiff girder carries out the installation of hoist cable by root after promoting and putting in place, treat the hoist cable installation after, again by the beam that progressively falls to design elevation, finish stiff girder by the linear suspention fully of design,
The top lifting of b, stiff girder and fall and to carry out according to the order of sequence, and in time the top is moved cable saddle cat head is resetted,
C, on the top, in the beam process that falls, should in time carry out pad or remove pad,
D, top lifting location arrangements distribution beam is disperseed top power at the bottom of stiff girder,
In e, the jacking process, take each interim pier Jacking point to carry out jacking progressively, stage by stage,
After f, system convert, remove temporory structuries such as interim pier.
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| CNA2007101689882A CN101187199A (en) | 2007-12-24 | 2007-12-24 | Self-anchoring type suspension bridge system conversion construction method |
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| CNA2007101689882A CN101187199A (en) | 2007-12-24 | 2007-12-24 | Self-anchoring type suspension bridge system conversion construction method |
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| CN101418542A (en) * | 2008-11-21 | 2009-04-29 | 上海市政工程设计研究总院 | Cable system construction method of spatial self-anchored rope-suspension bridge |
| CN102021887A (en) * | 2010-09-16 | 2011-04-20 | 长沙理工大学 | Suspender tensioning method of double-tower single-span self-anchored suspension bridge with high-cross dip and spatial cable |
| 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 |
| CN101418543B (en) * | 2008-11-21 | 2013-08-28 | 上海市政工程设计研究总院 | Self-anchored rope-suspension bridge inclined drawing construction method |
| CN103334378A (en) * | 2012-11-26 | 2013-10-02 | 中铁四局集团第二工程有限公司 | Few-circulation sling graded tension construction method of concrete self-anchored suspension bridge |
| CN104790301A (en) * | 2015-04-23 | 2015-07-22 | 中铁建设集团有限公司 | Sling converting once tensioning construction method of rope bridge system |
| CN105803941A (en) * | 2014-12-30 | 2016-07-27 | 上海浦东建筑设计研究院有限公司 | Cable-stayed bridge double-cable simultaneous tensioning unstressed state construction control method |
| CN106777501A (en) * | 2016-11-16 | 2017-05-31 | 杨继承 | Hoist cable tensioning computational methods |
| CN106960114A (en) * | 2017-04-17 | 2017-07-18 | 武汉工程大学 | A kind of self-anchoring type suspension bridge system transfer process simulation method |
| CN108229035A (en) * | 2018-01-09 | 2018-06-29 | 安徽省交通控股集团有限公司 | A kind of design method for cable-stayed bridge sub-wire clamp-type saddle |
| CN108505443A (en) * | 2018-03-28 | 2018-09-07 | 浙江省交通规划设计研究院 | A kind of big segment lifting self-anchored suspension bridge construction method not setting camber |
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| CN110907152A (en) * | 2019-11-15 | 2020-03-24 | 中铁大桥局第七工程有限公司 | Rotary cable clamp test device and test method |
| CN113235435A (en) * | 2021-04-20 | 2021-08-10 | 中交二航局第二工程有限公司 | Cable-first beam-second self-anchored suspension bridge system conversion construction method |
| CN114351586A (en) * | 2020-07-28 | 2022-04-15 | 上海宏华海洋油气装备有限公司 | Method for continuously and rapidly erecting bridge |
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- 2007-12-24 CN CNA2007101689882A patent/CN101187199A/en active Pending
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| CN101418542A (en) * | 2008-11-21 | 2009-04-29 | 上海市政工程设计研究总院 | Cable system construction method of spatial self-anchored rope-suspension bridge |
| CN101418543B (en) * | 2008-11-21 | 2013-08-28 | 上海市政工程设计研究总院 | Self-anchored rope-suspension bridge inclined drawing construction method |
| CN101418542B (en) * | 2008-11-21 | 2013-12-25 | 上海市政工程设计研究总院 | Cable system construction method of spatial self-anchored rope-suspension bridge |
| 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 |
| CN102021887A (en) * | 2010-09-16 | 2011-04-20 | 长沙理工大学 | Suspender tensioning method of double-tower single-span self-anchored suspension bridge with high-cross dip and spatial cable |
| CN103334378A (en) * | 2012-11-26 | 2013-10-02 | 中铁四局集团第二工程有限公司 | Few-circulation sling graded tension construction method of concrete self-anchored suspension bridge |
| CN103334378B (en) * | 2012-11-26 | 2015-11-18 | 中铁四局集团第二工程有限公司 | The few circulation classification stretch-draw construction method of Self-Anchored Concrete Suspension hoist cable |
| CN105803941B (en) * | 2014-12-30 | 2017-08-01 | 上海浦东建筑设计研究院有限公司 | A kind of double rope simultaneous tension unstress state construction control methods of cable-stayed bridge |
| CN105803941A (en) * | 2014-12-30 | 2016-07-27 | 上海浦东建筑设计研究院有限公司 | Cable-stayed bridge double-cable simultaneous tensioning unstressed state construction control method |
| CN104790301A (en) * | 2015-04-23 | 2015-07-22 | 中铁建设集团有限公司 | Sling converting once tensioning construction method of rope bridge system |
| CN104790301B (en) * | 2015-04-23 | 2018-01-19 | 中铁建设集团有限公司 | A kind of cable-styled bridge system transform hoist cable tensioning one-time-reach-place construction method |
| CN106777501A (en) * | 2016-11-16 | 2017-05-31 | 杨继承 | Hoist cable tensioning computational methods |
| CN106777501B (en) * | 2016-11-16 | 2019-11-22 | 杨继承 | Hoist cable tensioning calculation method |
| CN106960114A (en) * | 2017-04-17 | 2017-07-18 | 武汉工程大学 | A kind of self-anchoring type suspension bridge system transfer process simulation method |
| CN108229035A (en) * | 2018-01-09 | 2018-06-29 | 安徽省交通控股集团有限公司 | A kind of design method for cable-stayed bridge sub-wire clamp-type saddle |
| CN108229035B (en) * | 2018-01-09 | 2020-11-06 | 安徽省交通控股集团有限公司 | Design method for cable-stayed bridge wire-dividing clamping type saddle |
| CN108505443A (en) * | 2018-03-28 | 2018-09-07 | 浙江省交通规划设计研究院 | A kind of big segment lifting self-anchored suspension bridge construction method not setting camber |
| CN109537476A (en) * | 2018-12-10 | 2019-03-29 | 河海大学 | The double interim rope self-balancings of pin ear formula pull formula suspension bridge sling replacing underpinning device |
| CN109537476B (en) * | 2018-12-10 | 2024-02-23 | 河海大学 | Pin lug type double-temporary-rope self-balancing pulling type suspension bridge sling replacement underpinning device |
| CN110907152A (en) * | 2019-11-15 | 2020-03-24 | 中铁大桥局第七工程有限公司 | Rotary cable clamp test device and test method |
| CN114351586A (en) * | 2020-07-28 | 2022-04-15 | 上海宏华海洋油气装备有限公司 | Method for continuously and rapidly erecting bridge |
| CN114351586B (en) * | 2020-07-28 | 2023-06-16 | 四川宏华石油设备有限公司 | Method for continuously and rapidly erecting bridge |
| CN113235435A (en) * | 2021-04-20 | 2021-08-10 | 中交二航局第二工程有限公司 | Cable-first beam-second self-anchored suspension bridge system conversion construction method |
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