CN101139819A - Steel strand reversal fulcrum preloading method - Google Patents
Steel strand reversal fulcrum preloading method Download PDFInfo
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- CN101139819A CN101139819A CNA2007100184132A CN200710018413A CN101139819A CN 101139819 A CN101139819 A CN 101139819A CN A2007100184132 A CNA2007100184132 A CN A2007100184132A CN 200710018413 A CN200710018413 A CN 200710018413A CN 101139819 A CN101139819 A CN 101139819A
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Abstract
The invention relates to a steel strand reverse support point prestressed method for execution in high-pier and large-tonnage structural member brackets, which comprises the steps as follows: selecting steel strands and the pre-stressed total weight of steel strands is pre-calculated according to self-weight of structure member concrete and in consideration of a certain load factor in accordance with specification requirements; determining type and quantity of the required steel strands, as well as tensile force applied on each steel strand; arranging and anchoring the steel strands; setting up fitting facilities on tensile ends of the steel strands; performing pre-stress operation; observing settlement ratio and determining pre-chamber, performing statistics analysis on the observed data, so as to determine volume of elastic and non-elastic deformation, and analyze to determine pre-chamber in accordance with calculated deflection in verification and calculation data. The method can both effectively solve the pre-stress problem in execution projects for high-pier and large-tonnage structural member brackets, so as to complete the execution tasks in high quality, but also adapt to execution projects that cannot be performed with routine pre-stressed methods due to environmental restriction; moreover, utilization of the method can save cost uttermostly and shorten construction period.
Description
Technical field
The present invention relates to high pier, large-tonnage works rack construction technical field, particularly relate to a kind of preloading method in the super-huge bridge construction.
Background technology
At present, along with the enforcement that the high-grade highway network planning is drawn, increasing long span bridge beam construction works appears.
For example Shanghai Rong trunk lines of national expressways are " horizontal strokes " in the highway main framing net five national trunk highways running from north to south and seven running from west to east of China planning, simultaneously also being that Hubei Province's high-grade highway network planning is drawn in " five vertical three horizontal rings " main " horizontal stroke ", is that the South-West Hubei area must obligato important transportation passage.Iron Luo Ping grand bridge is the emphasis Control Engineering that Shanghai Rong's trunk lines of national expressways should grace section (Yichang is to bestowing favour), it is domestic to be positioned at Lang Ping town, Chang Yang county, bridge opening is arranged as 6 * 30+140+322+140+3 * 30m, total length 876m, wherein main bridge are that 140+322+140m three strides the two rope face prestressed concrete edge-beam cable stayed bridges of a double tower.The girder form is an edge-beam, and Sarasota is the H type, and high 190.397m is made up of tower seat, lower king-post strut, middle king-post, upper king-post strut, top rail, lower transverse beam etc.; 24 φ 2.4m hole digging piles are arranged on each Sarasota basis, and this type of hole digging pile is socketed pile and arranges by run-in index.Cushion cap under the two tower seats is a separate type, and the centre is established the twice binder and connected.
Nearly 200 meters of this bridge main pylon pier height degree, the long 27.5m of lower transverse beam, wide 6.1m; Cast-in-place section long 31m of precompressed sections of girder, wide 27.5m; The long 8m of girder Hanging Basket precompressed sections, wide 27.5m.Cast-in-place section of lower transverse beam and girder and girder Hanging Basket need each primary structure of precompressed to reach more than 1500 tons from weight average, and two king-towers are constructed simultaneously, then need to exert pressure more than 3000 ton.
And, mainly adopt water tank preloading method and sand pocket preloading method in the prior art field.
In the road and bridge construction of high pier like that, long span bridge beam, if adopt the water tank preloading method, press the precompressed of concrete simulation load so, locate height for solid section into 6m, 6.5m is wide for the support top width, works bottom width 6.1m, concrete density is pressed 26kN/m
3Get, the water capacity is heavily pressed 10kN/m
3Get, the water column height that then converts is: h=26 * 6.1 * 6/ (10 * 6.5) m=14.64m.As seen, adopt water tank simulation concrete actual loading, it is unrealistic to reach high water tank like this, in addition because the tower crane biggest lifting capacity is no more than 10 tons, thereby also is difficult in practice realize.
If adopt the sand pocket preloading method, then press the precompressed of concrete simulation load, locate height for solid section into 6m, 6.5m is wide for the support top width, works bottom width 6.1m, concrete density is pressed 26kN/m
3Get, sand pocket unit weight is pressed 15kN/m
3Get, the sand pocket height that then converts is: h=26 * 6.1 * 6/ (15 * 6.5) m=9.76m.
Though adopt sand pocket to reduce height than water tank, nearly 4 floor height are also arranged, aerial at more than 100 meters height, support top width relative narrower, safety precautions need be increased input.On the other hand, press the special hanging box of each 50kg processing of sand pocket, gross weight is by 3 tons of considerations, and consider the duration influence, in advance sand pocket being packed into is placed on no longer carrying on the support in the frame, and precompressed weight then needs to prepare hanging box quantity n=1500/3=500 by 1500 tons of considerations.Relatively large because of its volume, so need careful lifting, tower crane considers that by 0.5 hour loading procedure needs 250 hours, holds lotus 48 hours, unloads 250 hours, needs 548 hours altogether, promptly 23 days by each lifting time.If take all factors into consideration the precompressed of crossbeam, cast-in-place section of girder, Hanging Basket, can't guarantee the duration at all.
Thereby for present increasing Gao Dun, the work items of big load, available technology adopting water tank preloading method and sand pocket preloading method carry out precompressed and have had clearly deficiency, be necessary to propose a kind of preloading method that this type of engineering construction is built that is fit to, prior art is improved.
Summary of the invention
Technical problem to be solved by this invention is at above-mentioned deficiency of the prior art, a kind of steel strand reversal fulcrum preloading method is provided, this method can not only effectively solve the precompressed problem in high pier, the large-tonnage works rack construction project, and is saving cost to greatest extent, guaranteeing also can save the duration in the construction quality.
For solving the problems of the technologies described above, technical scheme of the present invention is: a kind of steel strand reversal fulcrum preloading method may further comprise the steps:
(a) selected steel strand: steel strand precompressed gross weight is the deadweight of works support concrete by institute's precompressed object, and consider that by code requirement certain load factor carries out budget, determines the required stretching force value that applies of required steel strand type, quantity and each root steel strand;
(b) laying and anchoring steel strand;
(c) steel strand tension end ancillary facility is set;
(d) carry out precompressed in order;
(e) observation settling amount and definite camber: the data to observation are carried out statistical analysis, determine elastic deformation amount and nonelastic deformation amount, in conjunction with the amount of deflection of calculating in the inspection calculation data, analyze and determine camber.
Among the present invention, steel strand finally are divided into three sections and are used for institute's precompressed object, and in the work progress, the lower end directly anchors in the stationary support of frame bottom connection, and the upper end adopts intermediate plate ground tackle anchor on the support distribution beam.
In the described step (a), the length of required steel strand should be by three times of blankings of institute's precompressed object length.
When laying described in the step (b) and anchoring steel strand, by replacing the end points position that the biaxial symmetry is laid all steel strand.
As another preferred version of the present invention, described step (c) is provided with in the steel strand tension end ancillary facility, adopts the distribution beam of girder design channel-section steel as steel twisted-line tension-force.
When carrying out precompressed, in described step (d), carry out precompressed specifically in order: divide three grades laterally by precompressed scope center, replace the biaxial symmetry and load; And unloading afterwards is just in time opposite with loading sequence, divides three grades to replace the unloading of biaxial symmetry from the center, lateral.
When observing settling amount in the described step (e), two fulcrum places, carriage center place in two ends of support, construction and two fulcrums respectively with the center at carriage center place, 7 cross sections are observed altogether, and in each cross section 3 observation points are set.
And at described each observation point place, all before loading, loading procedure, hold in lotus process and the uninstall process gradation and observe.
The operating principle of reversal fulcrum preloading method of the present invention is: adopt the method for stretch-draw steel hinge line that support is applied counter-force, make its suffered counter-force be equal to the concrete load.The precompressed gross weight considers that by the deadweight of works concrete and by code requirement certain load factor carries out precompressed, to eliminate the nonelastic deformation of entire bracket, draws elastic deformation, and pre-arch value is set.
To sum up, adopt steel strand reversal fulcrum preloading method of the present invention to carry out precompressed, the beneficial effect that is reached is: 1, construction technology is with high content of technology, can effectively solve the precompressed problem in high pier, the long span bridge beam work items, guarantees the completion of engineering high-quality.2, suitable restrictive condition is few, widely applicable, can be applicable to be subjected to environment to limit the engineering of preloading method construction routinely.3, the material that as far as possible utilizes designing institute to need does not additionally increase cost, does not need to inject capital into short construction period in advance.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Description of drawings
Fig. 1 is the steel strand anchoring end points bit plan of preferred embodiment for the present invention iron Luo Ping grand bridge.
Fig. 2 is the steel strand layout points position simulation concrete load schematic diagram of preferred embodiment for the present invention iron Luo Ping grand bridge.
Fig. 3 is the overall flow figure that carries out precompressed in the construction of preferred embodiment for the present invention iron Luo Ping grand bridge.
Description of reference numerals:
1-tower seat; The 2-cushion cap; The 3-king-post;
The 4-binder; The 5-[40c channel-section steel;
The specific embodiment
Fig. 1 is the plan view of the steel strand anchoring end points position of preferred embodiment for the present invention iron Luo Ping grand bridge.Iron Luo Ping grand bridge king-tower lower transverse beam is a prestressing force list case cell structure, and adopting support method cast-in-place construction is rigidity bracket and the hinged method of body of the tower, horizontal shop, top Bei Leiliang.Lower transverse beam planform complexity, from great, about width of cloth clear span 27.5m, wide 6.1m, high 6.0m-6.28m, base plate, web, top plate thickness are 0.8m, the case chamber interior is established the chamfering of 60cm * 60cm.In this optimal way, design C50 concrete 630m
3Need each primary structure of precompressed to reach more than 1500 tons from weight average.
Thereby when adopting the present invention to carry out precompressed, the two ends 3.5m scope and the mid portion of lower transverse beam are simulated the concrete load respectively.The precompressed gross weight considers that by the deadweight of works concrete and by code requirement certain load factor carries out precompressed, to eliminate the nonelastic deformation of entire bracket, draws elastic deformation, is convenient to be provided with pre-arch value.
When adopting the present invention to carry out precompressed, at first be that the required stretching force value that applies of required steel strand type, quantity and each root steel strand is determined in budget according to the object of precompressed construction, the gross weight of required precompressed etc.In this preferred implementation, according to the concrete condition of lower transverse beam, adopt φ 15.24mm steel strand, and press three times of blankings of required lower transverse beam length, promptly steel strand are long is 108m.Because needing the gross weight of precompressed is 1500 tons, so 100 steel hinge lines of pre-use, the stretching force that every steel hinge line is applied is 15T, amounts to 1500T.
Second step then was the quantity and the required stretching force value that applies of each root steel strand of the required steel strand that draw according to above-mentioned budget, and required steel strand are laid and anchoring.With reference to Fig. 1, carry out anchoring according to the laying arrangement of each the steel strand anchoring end points position shown in the figure.Anchoring end points position mainly is according to site specific and in conjunction with the concrete form of lower transverse beam carriage, and corresponding one by one with crossbeam upper point position, the direction across bridge arranged offset is adopted in the some position on cushion cap and the tower seat, and the some position on the binder adopts vertical bridge to arranged offset.Cushion cap and tower seat bilateral symmetry are laid 52 end points positions altogether, and symmetry branch 4 is arranged and established 4 * 12 end points positions before and after the binder, amount to the biaxial symmetry and lay 100 end points positions.As Fig. 1, the concrete cloth position of setting up an office is: the direction across bridge symmetry is laid 10 end points positions on the cushion cap of every side, and is parallel with the king-post lateral surface and carry out the symmetry laying by spacing 560m, 675m, 675m, 900m, 900m, 900m, 675m, 675m and 560m successively apart from the beginning of king-post medial surface 900m place; 10 end points positions are laid in above-mentioned 10 the end points positions of the tower seat upper edge cushion cap feather edge of every side and cushion cap symmetry one by one, from distance tower seat outward flange 400m and with cushion cap on outer end anchoring end points bit parallel begin, laying spacing successively is 6 end points positions of 1800m, 1010m, 900m, 1010m and 1800m symmetry; The every side-line beam outside is apart from outer edge 350m, begin to lay 12 end points positions that spacing is 1450m apart from tower seat outward flange 1275m place, and the binder inboard is apart from inside edge 450m place and the symmetrical one by one laying in 12 end points positions outside the binder.
Before the anchoring, getting out the degree of depth with air drill at cushion cap (tower seat) concrete end face earlier is 600mm, and diameter is not less than the position, hole into 50mm.During anchoring precompressed steel hinge line, with extruder extruded sleeve is installed, is anchored into it in cushion cap (tower seat) concrete in the steel hinge line anchored end, and with anchoring agent filling closely knit.
The 3rd step was provided with steel strand tension end ancillary facility.As shown in Figure 2, be the steel strand layout points position simulation concrete load schematic diagram of preferred embodiment for the present invention iron Luo Ping grand bridge.According to shown in Figure 2 be that the steel strand tension end carries out stretch-draw to steel hinge line in steel strand anchoring end points position.
In this preferred implementation, with YDC650 type hydraulic jack the steel hinge line of anchoring is carried out stretch-draw, [the 40c channel-section steel is as the stretching force distribution beam to adopt 2.Simultaneously in order to guarantee the stability of distribution beam, two [top of 40c channel-section steel, every 1m be about 20cm [the 8c channel-section steel, [the 40c channel-section steel is welded as integral body, to prevent [40c channel-section steel unstability when the stretch-draw with two.
The 4th step was carried out precompressed in order.Precompressed promptly loads precompressed and unloading precompressed in two steps.At first be to load,, divide three grades laterally, load by every reinforced bar stretching 5T, 10T, 15T by precompressed scope center among the figure with reference to Fig. 2.Load and adopt A, B, C and four jack of D to carry out, it should follow the basic principle of symmetrical stretch-draw, guarantees that each position of lower transverse beam support is evenly stressed.Should note in the construction in advance the used steel strand of lower transverse beam being numbered successively, tension sequence is: D → A → B → C carries out from inside to outside, and the steel strand of being laid are replaced the stretch-draw of biaxial symmetry.And the unloading order is just in time opposite with loading, divides three grades from the center, lateral, unloads by 5T, 10T, 15T.
The 5th step observation settling amount and definite camber.In this preferred implementation, the span centre place of two fulcrum places, the lower transverse beam in two bracket end, construction and two fulcrums and span centre 1/2nd places respectively, 7 cross sections are provided with observation point altogether, and each cross section is provided with 3 observation points respectively, amount to 21 observation points.Settling amount to the observation point position is observed before loading, (load) in the loading procedure by every reinforced bar stretching 5T, 10T, 15T divide 3 observation, hold lotus observation in 12 hours, hold lotus observation in 24 hours, hold lotus observation in 36 hours and unloading (opposite with loading sequence, press 5T, 10T, 15T unloading) divide 3 observation, observe altogether 10 times.During observation measuring point is carried out accurate surveying with level gauge, and conscientiously record faithfully observation data.Carry out Macro or mass analysis by measuring the engineer to observation data every day, and report engineering department and measure the supervising engineer.
Data to observation are carried out statistical analysis, determine elastic deformation amount and nonelastic deformation amount.In conjunction with the amount of deflection of calculating in the inspection calculation data, analyze and determine camber.Adopt the cement mortar of high grade to be provided with according to the camber of determining, to guarantee reaching designing requirement after crossbeam pours.
Before the first floor cast, can on lower transverse beam precompressed scope inner formword, lay observation point, after cast finishes, can measure settlement point again, and compare, as the reference data of later construction with former data.After having constructed, steel strand are divided into three sections and are used for lower transverse beam, and the lower end directly anchors in cushion cap and the tower seat, and the upper end adopts intermediate plate ground tackle anchor on distribution beam, can waste material.
It should be noted last that, above embodiment is only unrestricted in order to technical scheme of the present invention to be described, although the present invention is had been described in detail with reference to preferred embodiment, those of ordinary skill in the art is to be understood that, can make amendment or be equal to replacement technical scheme of the present invention, and not break away from the spirit and scope of technical solution of the present invention.
Claims (8)
1. a steel strand reversal fulcrum preloading method is characterized in that, may further comprise the steps:
(a) selected steel strand: steel strand precompressed gross weight is the deadweight of works support concrete by institute's precompressed object, and consider that by code requirement certain load factor carries out budget, determines the required stretching force value that applies of required steel strand type, quantity and each root steel strand;
(b) laying and anchoring steel strand;
(c) steel strand tension end ancillary facility is set;
(d) carry out precompressed in order;
(e) observation settling amount and definite camber: the data to observation are carried out statistical analysis, determine elastic deformation amount and nonelastic deformation amount, in conjunction with the amount of deflection of calculating in the inspection calculation data, analyze and determine camber.
2. according to the described steel strand reversal fulcrum preloading method of claim 1, it is characterized in that: described steel strand finally are divided into three sections and are used for institute's precompressed object, in the work progress, the lower end directly anchors in the stationary support of frame bottom connection, and the upper end adopts intermediate plate ground tackle anchor on the support distribution beam.
3. according to claim 1 or 2 described steel strand reversal fulcrum preloading methods, it is characterized in that: in the described step (a), the length of required steel strand should be by three times of blankings of institute's precompressed object length.
4. according to claim 1 or 2 described steel strand reversal fulcrum preloading methods, it is characterized in that: laying described in the step (b) and anchoring steel strand are by replacing the end points position that the biaxial symmetry is laid all steel strand.
5. according to claim 1 or 2 described steel strand reversal fulcrum preloading methods, it is characterized in that: described step (c) is provided with in the steel strand tension end ancillary facility, adopts the distribution beam of girder design channel-section steel as steel twisted-line tension-force.
6. according to claim 1 or 2 described steel strand reversal fulcrum preloading methods, it is characterized in that: carry out precompressed specifically in order described in the step (d): by precompressed scope center laterally, divide three grades to replace the loading of biaxial symmetry; And unloading afterwards is just in time opposite with loading sequence, divides three grades to replace the unloading of biaxial symmetry from the center, lateral.
7. according to claim 1 or 2 described steel strand reversal fulcrum preloading methods, it is characterized in that: when observing settling amount in the described step (e), at two fulcrum places of two ends of support, construction, the center at carriage center place and two fulcrums and carriage center place, 7 cross sections are observed altogether, and in each cross section 3 observation points are set.
8. according to the described steel strand reversal fulcrum preloading method of claim 7, it is characterized in that: each the observation point place described in the step (e), all before loading, loading procedure, hold in lotus process and the uninstall process gradation and observe.
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| CN101672009B (en) * | 2009-08-07 | 2010-07-28 | 王天成 | Method for loading bridge support frame in lower-suspension way |
| CN101915553A (en) * | 2010-08-31 | 2010-12-15 | 武汉一冶钢结构有限责任公司 | Simple precamber measuring method in steel box girder construction |
| CN101672008B (en) * | 2009-08-07 | 2011-06-08 | 中国一冶集团有限公司 | Method for loading bridge support frame with prefabricated part |
| CN101591888B (en) * | 2008-05-28 | 2012-03-07 | 龙建路桥股份有限公司 | Method for pre-pressing bracket in construction of beam of main tower of bridge |
| CN103966955A (en) * | 2014-05-23 | 2014-08-06 | 中交第三公路工程局有限公司 | Construction method with front supporting point basket hanging and reverse supporting point preloading |
| CN108827683A (en) * | 2018-07-20 | 2018-11-16 | 中国水利水电第七工程局有限公司 | A kind of bridge bracket reverse drawing precompressed mechanism and its pre- pressure detection method |
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| CN101591888B (en) * | 2008-05-28 | 2012-03-07 | 龙建路桥股份有限公司 | Method for pre-pressing bracket in construction of beam of main tower of bridge |
| CN101672009B (en) * | 2009-08-07 | 2010-07-28 | 王天成 | Method for loading bridge support frame in lower-suspension way |
| CN101672008B (en) * | 2009-08-07 | 2011-06-08 | 中国一冶集团有限公司 | Method for loading bridge support frame with prefabricated part |
| CN101915553A (en) * | 2010-08-31 | 2010-12-15 | 武汉一冶钢结构有限责任公司 | Simple precamber measuring method in steel box girder construction |
| CN101915553B (en) * | 2010-08-31 | 2011-11-30 | 武汉一冶钢结构有限责任公司 | Simple precamber measuring method in steel box girder construction |
| CN103966955A (en) * | 2014-05-23 | 2014-08-06 | 中交第三公路工程局有限公司 | Construction method with front supporting point basket hanging and reverse supporting point preloading |
| CN103966955B (en) * | 2014-05-23 | 2015-10-28 | 中交第三公路工程局有限公司 | The method that the anti-fulcrum preloading of a kind of Hanging basket on front support is built |
| CN108827683A (en) * | 2018-07-20 | 2018-11-16 | 中国水利水电第七工程局有限公司 | A kind of bridge bracket reverse drawing precompressed mechanism and its pre- pressure detection method |
| CN112095435A (en) * | 2020-09-27 | 2020-12-18 | 广州市第二市政工程有限公司 | Construction method for prepressing large-span steel arch frame |
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Effective date of registration: 20180124 Address after: The northern section of Shaanxi city of Xi'an province 710054 Yanta Road No. 1 Co-patentee after: The Second Construction Co., Ltd. of China Railway First Group Patentee after: Zhongtie No.1 Bureau Group Co., Ltd. Address before: The northern section of Shaanxi city of Xi'an province 710054 Yanta Road No. 1 Patentee before: Zhongtie No.1 Bureau Group Co., Ltd. |