CN103882878A - Method for constructing combined type steel sheet pile cofferdam for abrupt slope hard rock river bed deepwater bearing platform - Google Patents
Method for constructing combined type steel sheet pile cofferdam for abrupt slope hard rock river bed deepwater bearing platform Download PDFInfo
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Abstract
The invention discloses a combined type steel sheet pile cofferdam for a deepwater bearing platform located in an abrupt slope hard rock river bed and a construction method, and belongs to the technical field of building construction. The construction method is improved based on a traditional construction method for the steel sheet pile cofferdam, and aims at overcoming the defects existing in construction of the deepwater bearing platform at present, located in the abrupt slope hard rock river bed, of a bridge, the combined type steel sheet pile cofferdam suitable for constructing the deepwater bearing platform located in the abrupt slope hard rock river bed can be formed by improving the arrangement mode of the combined type steel sheet pile cofferdam in water and the structure of the combined type steel sheet pile cofferdam, and the new construction method, which is simple, efficiency and safe, for the deepwater bearing platform located in the abrupt slope hard rock river bed is provided.
Description
Technical field
The present invention relates to a kind of deep water cushion cap combined steel sheet pile cofferdam construction method that is positioned at hard rock riverbed, abrupt slope, the method is the steel sheet pile cofferdam construction method based on traditional and is improved, form the combined steel sheet pile cofferdam that can be applied to the deep water bearing platform construction that is positioned at hard rock riverbed, abrupt slope by the arrangement and the cofferdam structure that improve in steel sheet-pile cofferdam water, the bearing platform construction that makes to be arranged in abrupt slope hard rock river bed water more simply, more efficient, safer and more economical.
Background technology
At present, the underwater support table of domestic bridge is most of adopts highrise pile cap form, and highrise pile cap subaqueous work often needs to arrange cofferdam, and working procedure is mainly sets up that draw water in cofferdam, cofferdam, bearing platform construction.Be positioned at the depth of water and mainly adopt the cofferdam such as steel suspended box cofferdam, steel boxed cofferdam, steel sheet-pile cofferdam and caisson cofferdam compared with the bearing platform construction of depths, cofferdam is selected mainly according to Specific construction condition.
The deep water cushion cap that is positioned at hard rock riverbed, abrupt slope, riverbed geologic structure is mainly hard rock and inclination, and at the bottom of the design of cushion cap, absolute altitude is within the scope of the hard rock of abrupt slope.
At present, for the bridge across special basin, mainly there is following problem in its deep water bearing platform construction that is positioned at hard rock riverbed, abrupt slope:
1) adopt steel suspended box cofferdam, steel boxed cofferdam and caisson cofferdam thrin, all need the abrupt slope hard rock in absolute altitude at the bottom of the design of cushion cap to abolish.And mechanical breaking difficulty of construction is large under employing deep water, it is higher that construction has uncontrollability.Adopt underwater demolition, concussion of blasting is difficult to avoid affecting dam, river structure, and underwater demolition will threaten microorganism and fish in river.
2) adopt steel sheet-pile cofferdam, at hard rock place, abrupt slope, steel sheet pile depth of drive is very limited, wants in cofferdam, under dry operating condition, to abolish the abrupt slope hard rock in absolute altitude at the bottom of the design of cushion cap, is difficult to avoid the instability of foundation pit such as Seepage Piping or heave of base phenomenon in cofferdam.And the abrupt slope hard rock that within the scope of cushion cap, existence need be abolished, the end, hole, can not rely on bottom concrete to strengthen completely.
For the deep water bearing platform construction that is positioned at hard rock riverbed, abrupt slope, if do not suit measures to local conditions, do not improve traditional cofferdam construction pattern, not only cause difficulty of construction large and large to environmental perturbation, more directly affect construction speed.Therefore, need to improve traditional deep water cushion cap cofferdam structure and arrangement to adapt to the needs of deep water bearing platform construction in hard rock riverbed, abrupt slope.
Summary of the invention
The object of the invention is to overcome above-mentioned defect and deficiency that deep water bearing platform construction that current bridge is positioned at hard rock riverbed, abrupt slope exists, form the combined steel sheet pile cofferdam that can be applied to the deep water bearing platform construction that is positioned at hard rock riverbed, abrupt slope by the arrangement and the cofferdam structure that improve in steel sheet-pile cofferdam water, make to provide one both simple, efficient, the deep water cushion cap new cofferdam construction process of safety again.
The present invention has taked following technical scheme:
Be applied to a combined steel sheet pile cofferdam for hard rock riverbed, abrupt slope deep water bearing platform construction, it includes steel sheet pile, encloses purlin, shellfish thunder sheet, bottom concrete; Be arranged to the sealing peripheral structure of the steel sheet-pile cofferdam of single and double layout by steel sheet pile and Bailey beam combination, in the sealing peripheral structure in cofferdam, carry out bottom concrete back cover under water, then in the sealing peripheral structure in cofferdam, draw water layer by layer and arrange and enclose purlin layer by layer on steel sheet pile height, finally forming a combined steel sheet pile cofferdam.Described cofferdam specifically composed as follows:
The purlin structure of enclosing in cofferdam is: arrange to the inside inner support along collar tie beam (5), inner support is made up of interior purlin (1), montant (2), brace (3) and angle brace (4), connects to form the inside triangle structure of stability and strengthen quadrilateral structure between interior purlin (1), montant (2), brace (3) and angle brace (4); Angle brace (4) arranges that along (5) four of collar tie beams angle hypotenuse directions can effectively reduce the stress that encloses four angles of purlin concentrates; Whole structure of enclosing purlin is along the axial symmetrical structure of transverse and longitudinal.
Cofferdam overall structure and arrangement are: arrange single steel sheet pile in the depth of water one side--Deep Water Steel sheet pile (6).Arrange double steel sheet pile in the shallow side of water--steel sheet pile (9) in steel sheet pile (8) and shallow water outside shallow water, also arrange double steel plate along abrupt slope, riverbed direction--steel sheet pile (10) outside steel sheet pile (11) and slope in slope.The interior clear distance of all double steel sheet piles is the width of shellfish thunder sheet (7), and two-layer shellfish thunder sheet (7) is welded and sheet contact pin extends to corner, cofferdam along short transverse level in all double steel sheet piles inner side.After all steel sheet piles have been arranged, respectively the interior sky between the steel sheet pile of all double layouts is carried out to edge concrete (13) back cover thickness under water and is not less than 2m and abolishes abrupt slope hard rock to cheating inner concrete (12) back cover thickness in foundation ditch under water for increasing progressively Feng Zhixu along abrupt slope--till excavation petrographic province (14) forms the absolute altitude of burnishing surface.Reach after standard construction desired strength until bottom concrete under water, then in the sealing peripheral structure in cofferdam, draw water layer by layer and arrange and enclose purlin layer by layer on steel sheet pile height, finally form a combined steel sheet pile cofferdam.
Combined steel sheet pile cofferdam construction method for hard rock riverbed, described abrupt slope deep water cushion cap, its Specific construction step is as follows:
Step 1: setting-out, mark steel sheet-pile cofferdam axial location, sets up over-water construction platform, relevant pile driving equipment admission;
Step 2: squeeze into single steel sheet pile in deep water one side--Deep Water Steel sheet pile (6), all squeeze into two row's steel sheet piles in shallow water one side with along direction both sides, abrupt slope--steel sheet pile (9) in steel sheet pile (8) and shallow water outside shallow water, between two row's steel sheet piles, clear distance is the width of shellfish thunder sheet (7), and outermost layer and innermost layer steel sheet pile all carry out closed arrangement with the single steel sheet pile of deep water one side.Between the steel sheet pile of double layout, overlap with two-layer shellfish thunder sheet (7) along short transverse;
Step 3: the interior sky between the steel sheet pile of all double layouts is carried out to edge concrete (13) back cover under water, and edge concrete (13) back cover thickness is not less than 2m; To cheating inner concrete (12) back cover in foundation ditch under water, hole inner concrete (12) back cover height be increase progressively Feng Zhixu and abolish the absolute altitude that abrupt slope hard rock forms burnishing surface along abrupt slope till;
Step 4: all underwater concrete back covers complete and reach after job specfication desired strength, to the work of drawing water layer by layer of the water in foundation ditch and between all double steel sheet piles, draw water at every turn and start to arrange that this layer encloses purlin after enclosing the following 40cm of purlin design attitude, until each layer enclose purlin and set up after, water remaining in hole is all drained;
Step 5: carry out mechanical equivalent of light excavation in hole under dry operating condition and abolish the abrupt slope hard rock within the scope of the absolute altitude of cushion cap bottom surface--excavation petrographic province (14), and rock slag cleaning in cheating, finally carry out cushion cap (16) main body construction again.
The present invention is peripheral inner support reinforcement collar tie beam type rock-steady structure by the purlin architecture advances of enclosing in cofferdam, strengthens structure simultaneously, increases construction headroom face, has overcome tradition and has enclosed purlin layout transverse and longitudinal stull shortcoming to adapt to the requirement of deep water bearing platform construction; Cofferdam integral arrangement is designed to single double steel sheet pile combined arrangement structure and forms a kind of combined steel sheet pile cofferdam, the clad steel sheet pile layout at abrupt slope place and foundation ditch ectonexine bottom concrete are built and have been avoided foundation ditch to occur piping and ground protuberance phenomenon; The construction method that combined steel sheet pile cofferdam design forming is new is applicable to be positioned at the deep water bearing platform construction in hard rock riverbed, abrupt slope, overcome the single layout of conventional steel plates pile cofferdam and other traditional cofferdam deficiencies under these execution conditions, ensured structural safety and construction safety; Effectively reduce difficulty of construction, reduce the duration and reduce costs.
Brief description of the drawings
Fig. 1 steel sheet pile is arranged and is enclosed purlin plane of arrangement figure;
Bottom concrete and excavation petrographic province distribution plan view in Fig. 2 steel sheet-pile cofferdam;
Fig. 3 steel sheet pile cofferdam structure is arranged elevation.
In figure: 1, interior purlin; 2, montant; 3, brace; 4, angle is oblique; 5, collar tie beam; 6, Deep Water Steel sheet pile; 7, shellfish thunder sheet; 8, the outer steel sheet pile of shallow water; 9, steel sheet pile in shallow water; 10, steel sheet pile outside slope; 11, steel sheet pile in slope; 12, hole inner concrete back cover; 13, edge concrete back cover; 14, excavation petrographic province; 15, bridge pier; 16, cushion cap; 17, pile foundation.
Detailed description of the invention
Be further described for the present invention below in conjunction with the drawings and specific embodiments.
Utilize above-mentioned design to hard rock riverbed, abrupt slope deep water cushion cap combined steel sheet pile cofferdam construction method, concrete steps are as follows:
Step 1: setting-out, mark steel sheet-pile cofferdam axial location, sets up over-water construction platform, relevant pile driving equipment admission;
Step 2: (as Fig. 2 and 3) squeezes into single steel sheet pile in deep water one side--Deep Water Steel sheet pile (6), all squeeze into two row's steel sheet piles in shallow water one side with along direction both sides, abrupt slope--steel sheet pile (9) in steel sheet pile (8) and shallow water outside shallow water, between two row's steel sheet piles, clear distance is the width of shellfish thunder sheet (7), and outermost layer and innermost layer steel sheet pile all carry out closed arrangement with the single steel sheet pile of deep water one side.Between the steel sheet pile of double layout, overlap with two-layer shellfish thunder sheet (7) along short transverse;
Step 3: (as Fig. 2 and 3) carries out edge concrete (13) back cover under water to the interior sky between the steel sheet pile of all double layouts, and edge concrete (13) back cover thickness is not less than 2m.To cheating inner concrete (12) back cover in foundation ditch under water, hole inner concrete (12) back cover height be increase progressively Feng Zhixu and abolish the absolute altitude that abrupt slope hard rock forms burnishing surface along abrupt slope till;
Step 4: (as Fig. 1,2 and 3) all underwater concrete back covers complete and reach after job specfication desired strength, to the work of drawing water layer by layer of the water in foundation ditch and between all double steel sheet piles, draw water at every turn and start to arrange that this layer encloses purlin after enclosing the following 40cm of purlin design attitude, until each layer enclose purlin and set up after, water remaining in hole is all drained;
Step 5: in (as Fig. 3) hole, under dry operating condition, carry out mechanical equivalent of light excavation and abolish the abrupt slope hard rock within the scope of the absolute altitude of cushion cap bottom surface--excavation area (14), and rock slag cleaning in cheating, finally carry out again cushion cap (16) main body construction.
The above, it is only preferred embodiment of the present invention, not the present invention is done to any pro forma restriction, any technical solution of the present invention content that do not depart from,, all still belong in the scope of technical solution of the present invention any simple modification made for any of the above embodiments, equivalent variations and modification according to technical spirit of the present invention.
Claims (2)
1. abrupt slope hard rock riverbed deep water cushion cap combined steel sheet pile cofferdam, it includes steel sheet pile, encloses purlin, shellfish thunder sheet, bottom concrete; Be arranged to the sealing peripheral structure of the steel sheet-pile cofferdam of single and double layout by steel sheet pile and Bailey beam combination, in the sealing peripheral structure in cofferdam, carry out bottom concrete back cover under water, then in the sealing peripheral structure in cofferdam, draw water layer by layer and arrange and enclose purlin layer by layer on steel sheet pile height, finally forming a combined steel sheet pile cofferdam; It is characterized in that:
The purlin structure of enclosing in cofferdam is: arrange to the inside inner support along collar tie beam (5), inner support is made up of interior purlin (1), montant (2), brace (3) and angle brace (4), connects to form the inside triangle structure of stability and strengthen quadrilateral structure between interior purlin (1), montant (2), brace (3) and angle brace (4); Angle brace (4) arranges that along (5) four of collar tie beams angle hypotenuse directions can effectively reduce the stress that encloses four angles of purlin concentrates; Whole structure of enclosing purlin is along the axial symmetrical structure of transverse and longitudinal;
Cofferdam overall structure and arrangement are: arrange single steel sheet pile in the depth of water one side--Deep Water Steel sheet pile (6).Arrange double steel sheet pile in the shallow side of water--steel sheet pile (9) in steel sheet pile shallow water in steel sheet pile (8) and shallow water outside shallow water, also arrange double steel plate along abrupt slope, riverbed direction--steel sheet pile (10) outside steel sheet pile (11) and slope in steel sheet pile slope in steel sheet pile slope in slope; The interior clear distance of all double steel sheet piles is the width of shellfish thunder sheet (7); All double steel sheet piles inner side is welded two-layer shellfish thunder sheet (7) and extends laterally to corner, cofferdam along short transverse level; After all steel sheet piles have been arranged, at the bottom of the hole between double steel sheet pile, carry out edge concrete (13) back cover thickness under water and be not less than 2m, cheat inner concrete (12) back cover thickness under water at the cofferdam internal layer end, hole and abolish abrupt slope hard rock for increase progressively Feng Zhixu along abrupt slope--till excavation petrographic province (14) forms the absolute altitude of burnishing surface; Cofferdam internal layer arranges layer by layer and encloses purlin along steel sheet pile short transverse, and every layer is enclosed purlin and is all connected layout with cofferdam internal layer along steel sheet pile, finally forms a combined steel sheet pile cofferdam.
2. hard rock riverbed, abrupt slope claimed in claim 1 deep water cushion cap combined steel sheet pile cofferdam, as follows according to its Specific construction step of architectural feature in 1:
Step 1: setting-out, mark steel sheet-pile cofferdam axial location, sets up over-water construction platform, pile driving equipment admission;
Step 2: squeezing into single steel sheet pile in deep water one side is Deep Water Steel sheet pile (6), all squeeze in shallow water one side with along direction both sides, abrupt slope two row's steel sheet piles outside steel sheet pile (9) in steel sheet pile shallow water in steel sheet pile (8) and shallow water, between two row's steel sheet piles, clear distance is the width of shellfish thunder sheet (7), and outermost layer and innermost layer steel sheet pile all carry out closed arrangement with the single steel sheet pile of deep water one side; Between the steel sheet pile of double layout, overlap with two-layer shellfish thunder sheet (7) along short transverse;
Step 3: the interior sky between the steel sheet pile of all double layouts is carried out to edge concrete (13) back cover under water, and edge concrete (13) back cover thickness is not less than 2m; To cheating inner concrete (12) back cover in foundation ditch under water, hole inner concrete (12) back cover height be increase progressively Feng Zhixu and abolish the absolute altitude that abrupt slope hard rock forms burnishing surface along abrupt slope till;
Step 4: all underwater concrete back covers complete and reach after job specfication desired strength, to the work of drawing water layer by layer of the water in foundation ditch and between all double steel sheet piles, draw water at every turn and start to arrange that this layer encloses purlin after enclosing the following 40cm of purlin design attitude, until each layer enclose purlin and set up after, water remaining in hole is all drained;
Step 5: carry out mechanical equivalent of light excavation in hole under dry operating condition and abolish the abrupt slope hard rock within the scope of the absolute altitude of cushion cap bottom surface--excavation petrographic province (14), and rock slag cleaning in cheating, finally carry out cushion cap (16) main body construction again.
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Cited By (10)
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| CN104929133A (en) * | 2015-06-09 | 2015-09-23 | 沈阳市政集团有限公司 | Deep foundation pit Larsen steel sheet pile bottom sloping support construction method |
| CN104947698A (en) * | 2015-07-09 | 2015-09-30 | 中国水利水电第七工程局有限公司 | Construction method for steel sheet pile cofferdam on underwater exposed bedrock |
| CN105464278A (en) * | 2016-01-13 | 2016-04-06 | 沈阳建筑大学 | Ceiling system of reinforced light steel keels |
| CN107012792A (en) * | 2017-05-23 | 2017-08-04 | 温州市隆尚建设有限公司 | A kind of construction method of bridge substructure |
| CN108239984A (en) * | 2017-12-25 | 2018-07-03 | 上海建工集团股份有限公司 | The assembled building enclosure and its construction method that terraced corrugated sheet steel is combined with steel truss |
| CN108457282A (en) * | 2017-04-24 | 2018-08-28 | 中交公局厦门工程有限公司 | Deep water hard rock is without back cover steel sheet pile cofferdam construction method |
| CN108677960A (en) * | 2018-04-16 | 2018-10-19 | 中铁建工集团有限公司 | A kind of construction method for being cheated in being cheated under complex geological condition |
| CN109385990A (en) * | 2018-10-31 | 2019-02-26 | 佛山科学技术学院 | A kind of Novel steel sheet pile ground-connecting-wall |
| CN111139858A (en) * | 2020-01-16 | 2020-05-12 | 长江勘测规划设计研究有限责任公司 | Pier bearing platform located on bank slope of reservoir area and having ship collision risk and construction method |
| CN114645549A (en) * | 2020-12-21 | 2022-06-21 | 中交第二公路工程局有限公司 | Construction method of steel sheet pile cofferdam |
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| CN104929133B (en) * | 2015-06-09 | 2016-11-09 | 沈阳市政集团有限公司 | The construction method of sloping timbering at the bottom of a kind of deep basal pit Larsen steel sheet pile stake |
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| CN104947698B (en) * | 2015-07-09 | 2017-03-01 | 中国水利水电第七工程局有限公司 | A kind of method that steel sheet pile cofferdam construction is carried out on exposed bedrock under water |
| CN105464278A (en) * | 2016-01-13 | 2016-04-06 | 沈阳建筑大学 | Ceiling system of reinforced light steel keels |
| CN108457282A (en) * | 2017-04-24 | 2018-08-28 | 中交公局厦门工程有限公司 | Deep water hard rock is without back cover steel sheet pile cofferdam construction method |
| CN107012792A (en) * | 2017-05-23 | 2017-08-04 | 温州市隆尚建设有限公司 | A kind of construction method of bridge substructure |
| CN108239984A (en) * | 2017-12-25 | 2018-07-03 | 上海建工集团股份有限公司 | The assembled building enclosure and its construction method that terraced corrugated sheet steel is combined with steel truss |
| CN108677960A (en) * | 2018-04-16 | 2018-10-19 | 中铁建工集团有限公司 | A kind of construction method for being cheated in being cheated under complex geological condition |
| CN108677960B (en) * | 2018-04-16 | 2020-09-15 | 中铁建工集团有限公司 | Construction method for pit-in-pit under complex geological conditions |
| CN109385990A (en) * | 2018-10-31 | 2019-02-26 | 佛山科学技术学院 | A kind of Novel steel sheet pile ground-connecting-wall |
| CN109385990B (en) * | 2018-10-31 | 2020-10-09 | 佛山科学技术学院 | Steel sheet pile ground is wall even |
| CN111139858A (en) * | 2020-01-16 | 2020-05-12 | 长江勘测规划设计研究有限责任公司 | Pier bearing platform located on bank slope of reservoir area and having ship collision risk and construction method |
| CN114645549A (en) * | 2020-12-21 | 2022-06-21 | 中交第二公路工程局有限公司 | Construction method of steel sheet pile cofferdam |
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