CN101793011A - Construction method for large-span overwater bridge - Google Patents
Construction method for large-span overwater bridge Download PDFInfo
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- CN101793011A CN101793011A CN 201010136155 CN201010136155A CN101793011A CN 101793011 A CN101793011 A CN 101793011A CN 201010136155 CN201010136155 CN 201010136155 CN 201010136155 A CN201010136155 A CN 201010136155A CN 101793011 A CN101793011 A CN 101793011A
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- grade beam
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Abstract
The invention discloses a construction method for a large-span overwater bridge. The bridge piers and the bridge floor are constructed by the overlapped gating method. For the construction of the bridge piers, the use of precast bridge pier sleeves can avoid the influences of the flow quantity and the flow rate of the river water, and the bridge pier sleeves used as the templates and subsequently-cast concrete are formed into a whole with to form bridge pier bodies; and for the construction of the bridge floor, the use of precast bridge floor foundation beams can reduce the weight of each section of precast products, thereby increasing the length of each individual precast section, increasing the span between the bridge piers, and facilitating the hoisting of each individual precast section after reducing the weight.
Description
Technical field:
The present invention relates to a kind of construction method for large-span overwater bridge.
Background technology:
The construction of on-water bridge is according to the big or small general normal employing " prefabricated installation method " and " cantilever-construction " two kinds of striding the footpath.Prefabricated installation method is about to bridge member and is transported to on-the-spot certain erection method construction of adopting again after prefabricated piecemeal.Adopt this method as speedway (railway) bridge more.Its major defect is that the footpath of striding of bridge is subjected to strict restriction.
Cantilever-construction is primarily aimed at the construction of striding the bigger on-water bridge in footpath, and promptly from bridge pier, bilateral symmetry is carried out the prefabricated subsection symmetry and carried out assembly unit.
The major defect of cantilever-construction is: bridge produces hogging moment (being structure top tension, bottom pressurized) in work progress, bridge pier also bears the moment of flexure that is produced by construction, so the easiest cracking of top concrete of bridge construction, know according to " concrete structure stress destruction three steps ": under the effect of Vertical Load, the caused harm in crack, top of concrete structure will be far longer than the harm that crack, structure bottom produces.For making bridge construction top not produce the quantity of reinforcement that a large amount of cracks must add macrostructure top.And after closure of bridge structure, bridge construction is stressed to be changed again, mainly be subjected to positive bending moment effect (being upper portion pressurized, bottom tension), this crack that bridge construction top is produced in construction is strengthened again, is expanded, seriously reduced the concrete anti-pressure ability, durability, the safety of bridge are had a greatly reduced quality.
Annotate: three steps of concrete structure stress destruction:
The first step: under the vertical uniform load q, the top concrete of structure mainly bears pressure, and lower rebar is mainly born pulling force.And the bottom concrete surface takes the lead in occurring the crack.
Second step: load continues to increase, and minute crack appears in structure top concrete, and the structure lower rebar produces strain and continues to increase, and the bottom distress in concrete continues expansion and strengthens.
The 3rd step: load is during to limit state, and structure top concrete is crushed, and lower rebar is broken.This indicates the thorough destruction of concrete structure.
In the 3rd above-mentioned step, in fact, just indicate the thorough destruction of structure as long as " structure top concrete is crushed " and " lower rebar is broken " two conditions satisfy one of them.So, in practice of construction, need the crack amount on strict control structure top, and crack, structure bottom is suitable at arrangement of reinforcement, do not do requirement under the situation that do not influence use.And the shortcoming of cantilever-construction maximum is difficult to avoid bridge construction top to produce a large amount of cracks exactly.
Summary of the invention:
For overcoming the defective of prior art, the object of the present invention is to provide a kind of construction method for large-span overwater bridge, bridge pier and bridge floor are adopted the folded method construction of watering, some member that is bridge adopts novel construction method partly prefabricated, half cast-in-site, guarantee that in the construction of large-span overwater bridge the construction bridge pier is not subjected to the influence of discharge size and flow rate of water flow; In the construction of long-span bridge face, avoid bridge construction top to produce the crack.
Technical solution problem of the present invention adopts following technical scheme:
Construction method for large-span overwater bridge, construct as follows:
A, construction pier footing and cushion cap according to the geological mapping result, adopt existing method construct out pier footing and cushion cap at water flow velocity, the riverbed degree of depth, the hard formation degree of depth in the river of waiting to construct;
When B, the described cushion cap of construction, form boss, adpting flange down is set at described boss top in the center of top of cushion cap;
The bridge pier sleeve of C, prefabrication upper end open cylindraceous, lower end closure, the bottom of described bridge pier sleeve have the recess that inserts for described boss, and described recess central authorities are provided with adpting flange;
D, be lifted on described bridge pier sleeve on the described cushion cap and described boss is plugged in the recess of described bridge pier sleeve, in the bridge pier sleeve, upper and lower adpting flange is fastenedly connected and builds 20 centimeters thick fast hardening concrete water shutoff layers of one deck in the bottom of sleeve by bolt, nut;
E, with reinforcing bar cage hoisting in the bridge pier sleeve, fluid concrete, so far, bridge pier adopts and foldedly to water the method construction and finish;
F, become the prefabricated bridge floor grade beam of section, the stirrup with its one is set on the bridge floor grade beam when prefabricated, and on the bridge floor grade beam, reserves the prestressed reinforcement hole;
G, the steel pipe post that connects firmly at construction of each bridge pier top and bridge pier, the described bridge floor grade beam of each section is lifted between the bridge pier, adopt traditional cantilever-construction to fuse each section bridge floor grade beam by prestressed reinforcement, and will be strained and fixed with suspension cable between each section bridge floor grade beam and the described steel pipe post;
H, be template with bridge floor grade beam body, fluid concrete on the stirrup of described bridge floor grade beam is treated concrete coagulation to normal intensity, removes suspension cable and steel pipe post successively to two ends from the bridge middle part.
Compared with the prior art, beneficial effect of the present invention is embodied in:
The advantage that the present invention adopts the folded method of watering to carry out Bridge Pier Construction is: existing cast-in-place method must the cofferdam when the subaqueous work bridge pier or is squeezed into the stake of steel plate dash in the korneforos, the construction volume in cofferdam is great, also needs after construction finishes the stone that forms the cofferdam is pulled out from Ha Noi.Steel plate dash pile driving construction complex procedures, and the dash stake is difficult to river is blocked in outside the cavity of its corral, must be while drawing water fluid concrete, cause the bridge pier leakiness.And bridge pier adopts the folded method construction of watering in this method, it is first precast pier sleeve, its socket is fixed on the cushion cap of pier footing, directly play the effect of dash, though water still can infiltrate from the flange hole at the bottom of the tube before back cover, water percolating capacity is very little, builds 20 centimeters thick fast hardening concrete water shutoff layers of one deck in the bottom of sleeve and can solve seepage problem, prefabricated bridge pier sleeve has also served as the effect of template simultaneously, is integrally formed therewith bridge pier behind the fluid concrete in the bridge pier sleeve.
Bridge floor of the present invention is same to adopt the folded method of watering to construct, promptly first prefabricated bridge floor grade beam, it is connected with stirrup, behind the later stage fluid concrete, can guarantee that the concrete of later stage cast and prefabricated bridge floor grade beam form one, its advantage is the weight that has alleviated the prefabricated bridge floor of each section greatly, also just can increase the span between the bridge pier, is convenient to hoisting prefabricated each section bridge floor; In addition, cooperate the pulling force of steel pipe post and suspension cable, make like this between each combined segment bridge floor grade beam and do not produce hogging moment, avoid bridge construction top to produce the crack, improved the bridge deck concrete anti-pressure ability, durability, the safety of bridge greatly improve.
Description of drawings:
Fig. 1 is the structure chart of each bridge pier and cushion cap thereof; Fig. 2 is the enlarged drawing of single bridge pier and cushion cap thereof; Fig. 3 is the longitudinal plan of single bridge pier sleeve; Fig. 4 is the structure chart of bridge pier sleeve after being installed on the cushion cap; Fig. 5 is for pouring the structure chart behind the concrete in the bridge pier sleeve; Fig. 6 is the longitudinal plan of bridge floor grade beam (this figure sees along the length direction of bridge floor, promptly perpendicular to the direction in river), and Fig. 7 is the structure chart of constructed steel pipe post, suspension cable; Fig. 8 is the structure chart of bridge floor grade beam after fusing; Fig. 9 is the structure chart after whole bridge construction finishes; Figure 10 is the location diagram in bridge and river.More than in the diagram except that Fig. 6, all view directions are all along the flow direction in river.
Number in the figure: Bridge 1 pier foundation, 2 cushion caps, 3 boss, 4 times adpting flanges, 5 bridge pier sleeves, 6 recesses, adpting flange on 7,8 bridge floor grade beams, 9 stirrups, 10 prestressed reinforcement holes, 11 steel pipe posts, 12 suspension cables.
Below pass through the specific embodiment, and the invention will be further described in conjunction with the accompanying drawings.
The specific embodiment:
Embodiment: the construction method for large-span overwater bridge of present embodiment, construct as follows: in conjunction with Fig. 1,2,
The first step: construction pier footing 1 and cushion cap 2, prior art is adopted in the construction of this part, according to the geological mapping result, adopts existing method construct out pier footing and cushion cap at water flow velocity, the riverbed degree of depth, the hard formation degree of depth in the river of waiting to construct;
Second step: construction is during cushion cap 2, forms boss 3 in the center of top of cushion cap, and at boss 3 tops adpting flange 4 down is set;
The 3rd step: referring to Fig. 3, the bridge pier sleeve 5 of the upper end open cylindraceous that is prefabricated in the factory, lower end closure, the bottom of bridge pier sleeve has the recess 6 that inserts for boss 3, and recess central authorities are provided with adpting flange 7;
The 4th step: in conjunction with Fig. 4, bridge pier sleeve 5 is lifted on the cushion cap 2, and boss 3 is plugged in the recess 6 of bridge pier sleeve, in bridge pier sleeve 5, upper and lower adpting flange 4,7 is fastenedly connected by bolt, nut, be about to bridge pier sleeve 5 and be fixedly mounted on the boss 3, and build 20 centimeters thick fast hardening concrete water shutoff layers of one deck in the bottom of sleeve;
The 5th step: in conjunction with Fig. 5, with reinforcing bar cage hoisting in bridge pier sleeve 5, and in the bridge pier sleeve fluid concrete, so far, bridge pier adopts and foldedly to water the method construction and finish;
The 6th step: in conjunction with Fig. 6, factory becomes the prefabricated bridge floor grade beam 8 of section, the stirrup 9 with its one is set on the bridge floor grade beam when prefabricated, and reserves prestressed reinforcement hole 10 on the bridge floor grade beam, and the trend in this hole is along the length direction of bridge floor;
The 7th step: in conjunction with Fig. 7,8, at the steel pipe post 11 that construct in each bridge pier top and bridge pier connects firmly, each section bridge floor grade beam 8 is lifted between the adjacent bridge pier, in the prestressed reinforcement hole 10 of each section bridge floor grade beam, penetrate prestressed reinforcement, adopt traditional cantilever-construction that each section bridge floor grade beam 8 is fused, and will be strained and fixed with suspension cable 12 between each section bridge floor grade beam and the steel pipe post 11;
The 8th step: in conjunction with Fig. 9, with bridge floor grade beam 8 bodies is template, fluid concrete on the stirrup 9 of bridge floor grade beam, if the density of stirrup is not enough, can between stirrup, work out after the reinforcing cage fluid concrete again, treat concrete coagulation to normal intensity, remove suspension cable 12 and steel pipe post 11 successively to two ends from the bridge middle part.
Claims (1)
1. construction method for large-span overwater bridge, construct as follows:
A, construction pier footing and cushion cap according to the geological mapping result, adopt existing method construct out pier footing and cushion cap at water flow velocity, the riverbed degree of depth, the hard formation degree of depth in the river of waiting to construct; It is characterized in that
When B, the described cushion cap of construction, form boss, adpting flange down is set at described boss top in the center of top of cushion cap;
The bridge pier sleeve of C, prefabrication upper end open cylindraceous, lower end closure, the bottom of described bridge pier sleeve have the recess that inserts for described boss, and described recess central authorities are provided with adpting flange;
D, be lifted on described bridge pier sleeve on the described cushion cap and described boss is plugged in the recess of described bridge pier sleeve, in the bridge pier sleeve, upper and lower adpting flange is fastenedly connected and builds 20 centimeters thick fast hardening concrete water shutoff layers of one deck in the bottom of sleeve by bolt, nut;
E, with reinforcing bar cage hoisting in the bridge pier sleeve, fluid concrete, so far, bridge pier adopts and foldedly to water the method construction and finish;
F, become the prefabricated bridge floor grade beam of section, the stirrup with its one is set on the bridge floor grade beam when prefabricated, and on the bridge floor grade beam, reserves the prestressed reinforcement hole;
G, the steel pipe post that connects firmly at construction of each bridge pier top and bridge pier, the described bridge floor grade beam of each section is lifted between the bridge pier, adopt traditional cantilever-construction to fuse each section bridge floor grade beam by prestressed reinforcement, and will be strained and fixed with suspension cable between each section bridge floor grade beam and the described steel pipe post;
H, be template with bridge floor grade beam body, fluid concrete on the stirrup of described bridge floor grade beam is treated concrete coagulation to normal intensity, removes suspension cable and steel pipe post successively to two ends from the bridge middle part.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201010136155XA CN101793011B (en) | 2010-03-29 | 2010-03-29 | Construction method for large-span overwater bridge |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201010136155XA CN101793011B (en) | 2010-03-29 | 2010-03-29 | Construction method for large-span overwater bridge |
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| CN101793011A true CN101793011A (en) | 2010-08-04 |
| CN101793011B CN101793011B (en) | 2011-05-04 |
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| CN201010136155XA Expired - Fee Related CN101793011B (en) | 2010-03-29 | 2010-03-29 | Construction method for large-span overwater bridge |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110184940A (en) * | 2019-06-21 | 2019-08-30 | 中国十七冶集团有限公司 | A kind of tunnel immediately adjacent to bridge str ucture laying method adjusting span of bridge adaptation to the ground |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1635224A (en) * | 2003-12-30 | 2005-07-06 | 上海市政工程设计研究院 | Bridge structure and construction method therefor |
| CN201056669Y (en) * | 2007-07-05 | 2008-05-07 | 钟良 | Inverse hanging type work bench vehicle |
| CN101368371A (en) * | 2008-09-26 | 2009-02-18 | 中铁十二局集团第二工程有限公司 | Cast-in-situ continuous beam construction method for special railway line stands |
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2010
- 2010-03-29 CN CN201010136155XA patent/CN101793011B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1635224A (en) * | 2003-12-30 | 2005-07-06 | 上海市政工程设计研究院 | Bridge structure and construction method therefor |
| CN201056669Y (en) * | 2007-07-05 | 2008-05-07 | 钟良 | Inverse hanging type work bench vehicle |
| CN101368371A (en) * | 2008-09-26 | 2009-02-18 | 中铁十二局集团第二工程有限公司 | Cast-in-situ continuous beam construction method for special railway line stands |
Non-Patent Citations (4)
| Title |
|---|
| 《OVM通讯》 20030831 王小勇,姚永湖 大型U型梁的预制施工及工艺在新加坡PIE高速公路阿裕尼桥的应用 25-30 , 第4期 * |
| 《中国土木工程学会市政工程专业委员会第一次城市桥梁学术会议论文集》 19871231 周如鹄 拱桥无平衡重转体施工--湖南资兴游垅桥简介 288-292 , * |
| 《中外公路》 20030430 赖泉水,邓新穗 广西梧州桂江三桥的设计与施工 50-52 第23卷, 第2期 * |
| 《城市道桥与防洪》 19990228 周海智 梁拱组合体系连续梁转体桥设计与施工特点 21-23 , 第2期 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110184940A (en) * | 2019-06-21 | 2019-08-30 | 中国十七冶集团有限公司 | A kind of tunnel immediately adjacent to bridge str ucture laying method adjusting span of bridge adaptation to the ground |
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Granted publication date: 20110504 Termination date: 20130329 |