CN106436573A - Construction method of corbel and steel truss bracket of wide-span upper crossbeam of extra-high cable bent tower - Google Patents
Construction method of corbel and steel truss bracket of wide-span upper crossbeam of extra-high cable bent tower Download PDFInfo
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Abstract
The invention relates to a construction method of a corbel and steel truss bracket of a wide-span upper crossbeam of an extra-high cable bent tower, and belongs to the technical field of the construction of buildings. The construction method comprises the following steps of mounting embedded parts, mounting lifting equipment, lifting steel truss, mounting corbel supports, and integrally lifting the steel truss and the corbel supports to right places and performing fixing. According to the construction method of the corbel and the steel truss bracket of the wide-span upper crossbeam of the extra-high cable bent tower provided by the invention, the difficult problem that a construction method of a console-type bracket is often adopted by conventional upper beams, and the deviation of a large-cantilever flexible cable bent tower is easy to generate in a general wide-span non-console corbel bracket in the constructing process of the wide-span upper beam, so that the construction quality is influenced is effectively solved, the construction method disclosed by the invention has the characteristics of being low in investment, short in construction cycle, low in security risk, and the construction process is orderly and controllable, and reference is provided for similar bridge construction.
Description
Technical field
The present invention relates to the large span entablature bracket steel truss stand construction method of a kind of oblique pull and suspension cable bridge, belong to bridge building operations technical field.
Background technology
From the beginning of 20 century 70s, cable-stayed bridge and suspension bridge worldwide start to apply, and quickly grow to the nineties.China's cable-stayed bridge and suspension bridge currently towards superelevation, heavy duty, complexity, big across direction develop.Sarasota is the main supporting member of cable-stayed bridge and suspension bridge, and H type Sarasota is extensively favored by designer because its structure is simple, bearing capacity is excellent, mechanical characteristic is clear and definite, is increasingly widely used among the construction of Chinese large-sized bridge.
The H type Sarasota that modern bridge is adopted, in having, upper king-post strut introversion, upper and lower crossbeam spacing is relatively small more, sill span and highly all big compared with entablature the features such as, superelevation H type Sarasota then may setting multiple tracks crossbeam.Such H type Sarasota entablature can be using traditional console model steel pipe support construction, and that is, using the lower road crossbeam completing of constructing as upper track crossbeam falsework load bearing system, working procedure is simple, and rack bearing ability is big, and safety coefficient is of a relatively high.
In view of the appearance and modeling of Sarasota structure, take into account quantities simultaneously and put into, part H type Sarasota designs to have inside double tower limb and no becomes slope, entablature design attitude is high, span is big, concrete square amount is many, the big feature of lower and upper cross-member clear distance.There is following many defects according to traditional console model steel pipe support construction in above-mentioned H type Sarasota：
1st, steel pipe post processing and installation period are all longer, in installation process, take tower crane for a long time, affect tower limb main structure construction, it is huge that the later stage removes workload；
2nd, perpendicularity installed by ultralong steel tube column and stability in the large is difficult to control to；
3rd, material therefor quantity is larger, puts into big, economy is poor.
Above-mentioned H type Sarasota is preferably constructed using non-floor-bracket method, in existing public technology, such as publication number：CN
104109999 A《The construction method of bridge tower thwart beam》, describe a kind of H type Sarasota many crossbeams non-floor-bracket construction method, its technical method is：At lifting cross beam support supreme construction of beam position, complete entablature construction, then by overarm brace pass through centre-hole jack below to middle cross beam construction location, treat middle cross beam construction after the completion of, then by below overarm brace to ground remove.But this technology only emphasizes that installation method is not specifically related to overarm brace structure and arrangement form, large span entablature support deadweight simultaneously is relatively large, only emphasize in technical method that the entirety of support drops, clearly overarm brace is not lifted by supreme construction of beam position using which kind of method.
As publication number：CN 103352428 A《Suspension bridge cable bent tower beam non-support construction》, describe a kind of suspension bridge cable bent tower beam non-support construction, its technical method is：Weld a steel truss, suspension system installed by steel truss, is lifted using suspension system and fix bed die.Steel truss is poured to crossbeam by this technical method as permanent structure, may affect crossbeam overall structure characteristic, cause waste of material simultaneously, have certain limitation.
Content of the invention
The present invention is that the technical problem solving is：A kind of superelevation Sarasota large span entablature bracket steel truss stand construction method using no console model rigid support is proposed.
In order to solve above-mentioned technical problem, technical scheme proposed by the present invention is：A kind of superelevation Sarasota large span entablature bracket steel truss stand construction method, described bracket steel truss support includes steel truss and bracket supports；The method comprises the following steps：
（1）In described bridge king-post work progress, according to the installation site of described bracket steel truss support, reserve bracket supports built-in fitting, lower boom built-in fitting, top boom built-in fitting and lifting bracket built-in fitting successively；
（2）Welded and installed lifting bracket on described lifting bracket embedded part；Punching continuous jack is installed on described lifting bracket；
（3）The sill top of the steel truss integral hoisting extremely described bridge king-post that ground is machined, described punching continuous jack penetrates steel strand wires, and described steel strand wires bottom is connected with the suspension centre on described steel truss；
（4）Start described punching continuous jack, described steel truss is promoted to it and can accommodate the height of described bracket supports and the sill of described king-post between, and described steel truss is temporarily fixed on described king-post；
（5）The described bracket supports that ground is machined lift to described steel truss, and form described bracket steel truss support with described Welding steel truss；
（6）Release the interim fixation between described steel truss and described bridge king-post, and start described punching continuous jack, by described bracket steel truss support lift to installation site；
（7）Start described punching continuous jack, by described bracket steel truss support lift to design attitude, and fix with slugging；
（8）Load-bearing fulcrum is installed on described bracket supports embedded part, using lateral connection system, the described bracket steel truss support on the king-post of bridge both sides is connected integral.
Such scheme is further improved by：The rigid bracket supports that described bracket supports are made up of the lateral between double limb battered legs of steel construction and described battered leg.
Such scheme is further improved by：Described steel truss is made up of top boom, lower boom, montant and brace.
The superelevation Sarasota large span entablature bracket steel truss stand construction method that the present invention provides, effectively solve the problems, such as that big, cycle length, risk are high, it is difficult to control using putting in console construction method more than existing entablature, provide reference for similar bridge construction.Superelevation Sarasota large span entablature bracket this support of steel truss support is using no console model rigid frame construction form, pre-compression test need not be carried out before construction, shorten construction period, have simultaneously large carrying capacity, force path clearly, Stability Analysis of Structures, convenient to assemble and disassemble the features such as, the processing of steel truss and rigid bracket and assembly all complete on ground, decrease work high above the ground, considerably increase working security, to improving superelevation Sarasota large span entablature construction technology, there is larger promotion and facilitation.Meanwhile, for this field carried out innovatively design research and development and applied research make superelevation Sarasota large span entablature bracket steel truss support and construction method have broader promotional value.
Brief description
Fig. 1 is one preferred embodiment structural representation of the present invention.
Fig. 2 is step（3）Complete structural representation.
Fig. 3 is step（5）Complete structural representation.
Fig. 4 is step（6）Complete structural representation.
Fig. 5 is bracket and steel truss structure schematic diagram.
Fig. 6 is the side structure schematic view of Fig. 1.
In figure label is schematically as follows：Z1- steel truss, Z2- bracket supports, Z3- built-in fitting system, Z4- lift system, 1- top boom, 2- lower boom, 3- montant, 4- brace, 5- steel truss linking beam, the double limb battered leg of 6-, 7- lateral, 8- bracket supports built-in fitting, 9- lower boom built-in fitting, 10- top boom built-in fitting, 11- lifting bracket built-in fitting, 12- lifting bracket, 13- punching continuous jack, 14- king-post false stull.
Specific embodiment
Embodiment
The superelevation Sarasota large span entablature bracket steel truss stand construction method of the present embodiment, comprises the following steps：
（1）As shown in fig. 1, in described bridge king-post work progress, according to the installation site of described bracket steel truss support, bracket supports built-in fitting 8, lower boom built-in fitting 9, top boom built-in fitting 10 and lifting bracket built-in fitting 11 are reserved successively；
（2）Welded and installed lift system Z4 on lifting bracket built-in fitting 11；Lift system Z4 includes：The lifting bracket 12 that is welded and fixed with lifting bracket built-in fitting 11 and be arranged on installation punching continuous jack 13 on lifting bracket 12；
（3）As shown in Fig. 2 the steel truss Z1 integral hoisting machining ground is to the sill top of bridge king-post, lateral connection system is adopted to couple between steel truss Z1, punching continuous jack 13 penetrates steel strand wires, and steel strand wires bottom is connected with the suspension centre on steel truss Z1；
（4）As shown in figure 3, starting punching continuous jack 13, steel truss Z1 being promoted to it and can accommodate the height of bracket supports Z2 and the sill of bridge king-post between, and steel truss Z1 is temporarily placed on overhanging bracket device；
（5）As shown in figure 3, bracket supports Z2 machining ground lift to steel truss Z1, and it is welded to form overall bracket steel truss with steel truss Z1；
（6）As shown in figure 4, releasing the interim fixation between steel truss Z1 and bridge king-post, and start punching continuous jack, steel truss Z1 and bracket supports Z2 are promoted to installation site；
（7）Start described punching continuous jack 13, by described bracket steel truss support lift to design attitude, and fix with slugging.
（8）Load-bearing fulcrum is installed on described bracket supports embedded part 8, connected using steel truss be 5 the described bracket steel truss support on the king-post of bridge both sides is connected integral.
Follow-up such as dismounting punching continuous jack 13 grade work repeats no more.
In the above-mentioned methods, steel truss Z1 is as shown in Figure 1 and Figure 5, it is made up of top boom 1, lower boom 2, montant 3, brace 4, coupled integral between steel truss Z1 by steel truss linking beam 5, wherein, top boom 1, the both side ends of lower boom 2 have built-in fitting system Z3 with lower boom built-in fitting 9, top boom built-in fitting 10 cooperation.In order to tackle the change in size brought such as band of expanding with heat and contract with cold, top boom 1, lower boom 2 size slightly longer than design length, then, in step（7）In, first, select the temperature constant period, repeatedly measurement top boom 1, the closure mouth width of lower boom 2 and steel truss Z1 length, carry out scene again according to measurement result and join cutting top boom 1, lower boom 2.
As shown in Figure 1 and Figure 5, bracket supports Z2, are made up of double limb battered legs 6 and lateral 7.
Lower boom built-in fitting 9, top boom built-in fitting 10 and lifting bracket built-in fitting 11；Embedded in the king-post work progress of bridge both sides, entablature load is transferred to tower body by built-in fitting system.The built-in fitting exposed junction length at top boom 1 two ends of steel truss Z1 is 0.5m, and lower boom 2 built-in fitting exposed junction length is 0.3m；Steel truss Z1 processes in echelon, and lower boom 2 is more slightly longer than top boom 1, and that is, the unilateral ratio of top boom 1 designs short 0.5m, and the unilateral ratio of lower boom 2 designs short 0.3m.So it is ensured that steel truss Z1, in situ in overall lifting process, smoothly rises and rises to design attitude.Due to the trapezoidal design of steel truss Z1, in order to prevent bottom wide impact lifting, the bracket built-in fitting 8 in bracket supports Z2, so installing after entirety is lifted and puts in place.
As shown in Figures 1 to 4, if forming spatial interference with king-post false stull 14 design attitude in steel truss Z1 lifting process, can be according to shown in Fig. 5, steel truss Z1 is divided into left and right two parts, wouldn't steel loading truss linking beam 5, then at twice, overall increase to design attitude from sill top.
The concrete technical scheme being not limited to described in above-described embodiment of the present invention, all technical schemes using equivalent formation are the protection domain of application claims.
Claims (3)
1. a kind of superelevation Sarasota large span entablature bracket steel truss stand construction method, described bracket steel truss support includes steel truss and bracket supports；The method comprises the following steps：
（1）In described bridge king-post work progress, according to the installation site of described bracket steel truss support, reserve bracket supports built-in fitting, lower boom built-in fitting, top boom built-in fitting and lifting bracket built-in fitting successively；
（2）Welded and installed lifting bracket on described lifting bracket embedded part；Punching continuous jack is installed on described lifting bracket；
（3）The sill top of the steel truss integral hoisting extremely described bridge king-post that ground is machined, described punching continuous jack penetrates steel strand wires, and described steel strand wires bottom is connected with the suspension centre on described steel truss；
（4）Start described punching continuous jack, described steel truss is promoted to it and can accommodate the height of described bracket supports and the sill of described king-post between, and described steel truss is temporarily fixed on described king-post；
（5）The described bracket supports that ground is machined lift to described steel truss, and form described bracket steel truss support with described Welding steel truss；
（6）Release the interim fixation between described steel truss and described bridge king-post, and start described punching continuous jack, by described bracket steel truss support lift to installation site；
（7）Start described punching continuous jack, by described bracket steel truss support lift to design attitude, and using described bracket supports built-in fitting, lower boom built-in fitting and top boom built-in fitting, described bracket steel truss support is weldingly fixed on described bridge king-post；
（8）Load-bearing fulcrum is installed on described bracket supports embedded part, using lateral connection system, the described bracket steel truss support on the king-post of bridge both sides is connected integral.
2. according to claim 1 superelevation Sarasota large span entablature bracket steel truss stand construction method it is characterised in that：The rigid bracket supports that described bracket supports are made up of the lateral between double limb battered legs of steel construction and described battered leg.
3. according to claim 1 superelevation rope large span entablature bracket steel truss stand construction method it is characterised in that：Described steel truss is made up of top boom, lower boom, montant and brace.
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Cited By (8)
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| CN107806019A (en) * | 2017-11-07 | 2018-03-16 | 中交路桥华南工程有限公司 | Large-span suspension bridge gate Sarasota construction method |
| CN109267498A (en) * | 2018-11-28 | 2019-01-25 | 中国铁建大桥工程局集团有限公司 | A kind of bridge main tower stull construction method |
| CN109555025A (en) * | 2018-12-28 | 2019-04-02 | 中交路桥华南工程有限公司 | Support system and support frame method for dismounting |
| CN110241727A (en) * | 2019-07-29 | 2019-09-17 | 中交一公局第三工程有限公司 | A kind of Sarasota structure and bridge |
| CN110512523A (en) * | 2019-08-05 | 2019-11-29 | 中铁七局集团有限公司 | A kind of construction method of large span gate-type upper beam Split type supporting stand |
| CN110886227A (en) * | 2019-12-03 | 2020-03-17 | 湖北省路桥集团有限公司 | Main tower cast-in-place lower cross beam support system and construction method |
| CN112900269A (en) * | 2021-01-12 | 2021-06-04 | 中铁七局集团武汉工程有限公司 | Construction process of cable tower cross beam |
| CN116411517A (en) * | 2023-02-18 | 2023-07-11 | 中国铁建港航局集团有限公司 | Concrete beam bracket-free integral lifting construction method |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107806019A (en) * | 2017-11-07 | 2018-03-16 | 中交路桥华南工程有限公司 | Large-span suspension bridge gate Sarasota construction method |
| CN109267498A (en) * | 2018-11-28 | 2019-01-25 | 中国铁建大桥工程局集团有限公司 | A kind of bridge main tower stull construction method |
| CN109555025A (en) * | 2018-12-28 | 2019-04-02 | 中交路桥华南工程有限公司 | Support system and support frame method for dismounting |
| CN109555025B (en) * | 2018-12-28 | 2023-10-20 | 中交路桥华南工程有限公司 | Support system and support frame dismantling method |
| CN110241727A (en) * | 2019-07-29 | 2019-09-17 | 中交一公局第三工程有限公司 | A kind of Sarasota structure and bridge |
| CN110512523A (en) * | 2019-08-05 | 2019-11-29 | 中铁七局集团有限公司 | A kind of construction method of large span gate-type upper beam Split type supporting stand |
| CN110886227A (en) * | 2019-12-03 | 2020-03-17 | 湖北省路桥集团有限公司 | Main tower cast-in-place lower cross beam support system and construction method |
| CN110886227B (en) * | 2019-12-03 | 2021-09-14 | 湖北省路桥集团有限公司 | Main tower cast-in-place lower cross beam support system and construction method |
| CN112900269A (en) * | 2021-01-12 | 2021-06-04 | 中铁七局集团武汉工程有限公司 | Construction process of cable tower cross beam |
| CN116411517A (en) * | 2023-02-18 | 2023-07-11 | 中国铁建港航局集团有限公司 | Concrete beam bracket-free integral lifting construction method |
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