CN102094429A - Lowering control method of double-wall steel cofferdam - Google Patents
Lowering control method of double-wall steel cofferdam Download PDFInfo
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- CN102094429A CN102094429A CN 201110005205 CN201110005205A CN102094429A CN 102094429 A CN102094429 A CN 102094429A CN 201110005205 CN201110005205 CN 201110005205 CN 201110005205 A CN201110005205 A CN 201110005205A CN 102094429 A CN102094429 A CN 102094429A
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Abstract
The invention discloses a lowering control method of a double-wall steel cofferdam for a deep water foundation of a large-span bridge under a complex hydrologic condition. The method comprises the following steps: firstly establishing a lowering hoisting platform composed of a plurality of steel casings; obtaining relevant information of double-wall steel cofferdam attitude through an oil pressure sensor and a stroke sensor arranged on a lowering oil jack as well as a total station arranged on the hoisting platform by utilizing a computer control center; before the double-wall steel cofferdam is embedded into mud, adjusting the plane position and perpendicularity of the double-wall steel cofferdam by controlling load oil pressure; and after the double-wall steel cofferdam is embedded into mud, controlling the plane position and perpendicularity of the double-wall steel cofferdam by an upper positioning guide block and a lower positioning guide block, and carrying out auxiliary deviation correction on the steel cofferdam by means of control of the computer control center on the load oil pressure and mud suction. The lowering control method has the characteristic of simple structure, is convenient in operation, rapid in analysis, reliable in location and high in control accuracy, and can be widely applied to construction of civil engineering such as bridge engineering, dock engineering, hydropower building engineering and the like.
Description
Technical field
The present invention relates to the construction technology of civil engineering deep water foundations such as a kind of bridge engineering, harbour engineering, water power construction work, especially a kind of following place control method that is applied to the double-walled steel cofferdam of the bridge engineering deep water foundation under the complicated hydrologic condition.
Background technology
In recent years, along with high speed development of national economy and growing transport need, large span deep water bridge also obtains develop rapidly.The normal form of structure that adopts double-walled steel cofferdam of the no end of deep water foundation construction of large bridge.Double-walled steel cofferdam of the no end has bigger rigidity and good stable, is easy to processing, and steel using amount is little, and economic benefit is obvious, and crashproof preferably degree of safety is arranged.This kind form of structure is of many uses: the boring bearing platform that can be used as pile foundation; Can be used as the water-bound that encloses of follow-up constructions such as cushion cap, Sarasota; Can be used as the template of cushion cap concrete construction; Can participate in the pile foundation basic stress simultaneously; Also can be used as nonvolatil anti-collision facility.
The weak point of this kind structural shape is that construction weight is big, and size is big, and the time of transferring is long, transfers comparatively difficulty, influenced by water impact and other when especially transferring under complicated hydrologic condition, transfers precision and is difficult to guarantee." three controls " method has successfully solved the double-walled steel cofferdam and has transferred the above difficulty that runs in the process.
The construction in conventional steel cofferdam has two kinds of situations usually, a kind ofly can adopt selection conveniently to go to river usually and geological conditions carries out the making of several joints on coxopodite and the top in the place preferably in the zone preferably in hydrologic condition, cooperate transportation or direct transportation by driving to bridge location place to draw the back assembly unit of cable location to transfer by large ship again, the method needs a large amount of large-scale transportations and equipment such as guiding boats and ships, Floating Crane tool and mixing building waterborne, the processing of need to lay anchor ingot system, build harbour, sliding system being convenient to steel cofferdam, assembly unit, water and fixing, location down; Another kind is the hydrologic condition following large bridge basis of adopting highrise pile cap of environment preferably, the general whole processing of its steel cofferdam or steel bushing case, after transportation puts in place, adopting large-scale floating crane directly to lift puts in place, in such cases, steel cofferdam or steel bushing case are generally transferred to more than the riverbed face, it is short that steel cofferdam is transferred distance, in light weight, operation is comparatively simple, and adjust precision easily, the restriction part of the method maximum is that hydrologic condition must meet the demands, the following place control method of traditional double-walled steel cofferdam to the double-walled steel cofferdam to transfer control accurate inadequately, can not satisfy and under complicated hydrologic condition, realize the control requirement that steel cofferdam is transferred, therefore, restricted application.
Summary of the invention
In order to overcome above-mentioned deficiency, it is a kind of simple in structure, easy to operate that the object of the invention is to provide, and analyzes fast the following place control method of the double-walled steel cofferdam that the location is reliable, control accuracy is high.This method is guaranteed under any hydrologic condition, especially can't use equipment such as large ship and Floating Crane tool under the complicated hydrologic condition, can only rely on steel casing and self structure to resist strong current power and other loads, finally realize steel cofferdam or other weights long distance accurately transfer to design attitude.
To achieve these goals, the technical solution used in the present invention is:
The following place control method of double-walled steel cofferdam may further comprise the steps:
A, create the hoisting platform that a plurality of steel casings constitute, vertically place a plurality of steel casings, and make a plurality of steel casings be net distribution, a plurality of steel casings are fixed into an integral body with connecting rod in the position of transferring of double-walled steel cofferdam;
B, total powerstation is located at the central part of hoisting platform, and the positioning and guiding piece is being set on the steel casing, positioning and guiding piece under installing on the inwall of double-walled steel cofferdam; On the steel casing, install and transfer hydraulic jack, transfer at each oil pressure sensor and stroke sensor are installed on the hydraulic jack, and each oil pressure sensor is connected with computer controlling center with stroke sensor;
C, utilization are transferred hydraulic jack and by steel strand the double-walled steel cofferdam are sling, and arrange the four measuring observation point around the top of double-walled steel cofferdam;
Hydraulic jack is transferred in D, startup, begins to transfer the double-walled steel cofferdam, and the double-walled steel cofferdam is before going into mud, and stroke sensor and oil pressure sensor are passed to computer controlling center with the travel information and the suspension centre load oil pressure information of each suspension centre successively; Total powerstation four measuring observation point is to the plan-position of double-walled steel cofferdam and the upright position is measured and attitude measurement information is passed to computer controlling center;
E, computer controlling center are regulated and control to adjust the plan-position and the upright position of double-walled steel cofferdam the load oil pressure of transferring hydraulic jack of each suspension centre according to travel information and suspension centre load oil pressure information and attitude measurement information;
F, double-walled steel cofferdam mainly position by last positioning and guiding piece and the plan-position and the upright position of following positioning and guiding piece to the double-walled steel cofferdam after going into mud; Computer controlling center is sent instruction according to travel information and suspension centre load oil pressure information and attitude measurement information, oil pressure load at double-walled steel cofferdam sinking side increase faster suspension centre, transfer with time-out, and inhale mud at opposite side, the resistance of transferring with minimizing, thereby the double-walled steel cofferdam is assisted correction, and after the double-walled steel cofferdam was transferred and put in place, the work of transferring was finished.
Among the described step B, last positioning and guiding piece is to be made of arc and a plurality of fixed support, and arc is fixed on three steel casings that face mutually by a plurality of fixed supports.
Among the described step B, following positioning and guiding piece is divided into positioning and guiding piece I and following positioning and guiding piece II down, following positioning and guiding piece I has six, wherein the following positioning and guiding piece I as suspension centre has two, be connected with the end of steel strand on it, following positioning and guiding piece II is provided with four, and two following positioning and guiding piece II are one group, and the following positioning and guiding piece II in every group is located at the both sides as the following positioning and guiding piece I of suspension centre.
Among the described step B, the height of described steel casing is 10 meters, and last positioning and guiding piece is located at be the position of 5 meters away from tube top of steel casing.
In the described steps A, back-up sand in the steel casing, the height of back-up sand is located at be the position of 4 meters away from tube top of steel casing.
Beneficial effect of the present invention: the following place control method of double-walled steel cofferdam, by transferring management information system and combined type overall process navigation system steel cofferdam is transferred the control that overall process implements to comprise plane precision, verticality, suspension centre load three aspects, guarantees that deep water under the complicated hydrologic condition does not have end steel cofferdam and realize following target in transferring process:
1, place system processing is simple down, transfers the equipment processing ease;
2, by management information system to the analysis of suspension centre load and the arrangement of survey data, instruct and to transfer operation;
3, by combined type overall process navigation system steel cofferdam is carried out the overall process location, guarantee that the attitude of transferring of steel cofferdam is subjected to extraneous water impact or other factor affecting less as far as possible, reach the target that high accuracy is transferred.
Description of drawings
The present invention is described in further detail below in conjunction with accompanying drawing.
Fig. 1 is construction process figure of the present invention;
Fig. 2 is the structural representation of control system of the present invention;
Fig. 3 is a hoisting platform plan structure schematic diagram of the present invention;
Fig. 4 is the schematic diagram of partial structurtes longitudinally shown in Figure 3;
Fig. 5 is the structural representation that has the positioning and guiding piece shown in Figure 3;
Fig. 6 is the partial structurtes schematic diagram of amplification shown in Figure 5;
Fig. 7 is the schematic diagram of partial structurtes longitudinally shown in Figure 5.
Among the figure: 1, steel casing; 2, transfer hydraulic jack; 3, double-walled steel cofferdam; 4, computer controlling center; 5, oil pressure sensor; 6, stroke sensor; 7, go up the positioning and guiding piece; 8, following positioning and guiding piece; 9, arc; 10, fixed support; 11, total powerstation; 12, connecting rod; 13, following positioning and guiding piece I; 14, following positioning and guiding piece II; 15, steel strand; 16, measure observation point.
The specific embodiment
Shown in Fig. 1,2,3,4, to achieve these goals, the technical solution used in the present invention is:
The following place control method of double-walled steel cofferdam may further comprise the steps:
A, create the hoisting platform that constitutes by a plurality of steel casings, vertically place a plurality of steel casings 1, and make a plurality of steel casings be net distribution, a plurality of steel casings are fixed into an integral body with connecting rod 12 in the position of transferring of double-walled steel cofferdam;
B, total powerstation 11 is located at the central part of hoisting platform, and positioning and guiding piece 7 is being set on the steel casing 1, positioning and guiding piece 8 under installing on the inwall of double-walled steel cofferdam 3; On steel casing 1, install and transfer hydraulic jack 2, transfer at each oil pressure sensor 5 and stroke sensor 6 are installed on the hydraulic jack 2, and each oil pressure sensor 5 is connected with computer controlling center 4 with stroke sensor 6;
C, utilization are transferred hydraulic jack 2 and by steel strand 15 double-walled steel cofferdam 3 are sling, and arrange four measuring observation point 16 around the top of double-walled steel cofferdam 3;
Hydraulic jack is transferred in D, startup, begins to transfer the double-walled steel cofferdam, and double-walled steel cofferdam 3 is before going into mud, and stroke sensor 6 and oil pressure sensor 5 are passed to computer controlling center 4 with the travel information and the suspension centre load oil pressure information of each suspension centre successively; Total powerstation 11 by 16 pairs of double-walled steel cofferdams of four measuring observation point the plan-position and the upright position is measured and attitude measurement information is passed to computer controlling center 4;
E, computer controlling center 4 are regulated and control to adjust the plan-position and the upright position of double-walled steel cofferdam the load oil pressure of transferring hydraulic jack of each suspension centre according to travel information and suspension centre load oil pressure information and attitude measurement information;
F, double-walled steel cofferdam 3 are after going into mud, and mainly plan-position and the upright position by last positioning and guiding piece 7 and 8 pairs of double-walled steel cofferdams 3 of following positioning and guiding piece positions; Computer controlling center is sent instruction according to travel information and suspension centre load oil pressure information and attitude measurement information, oil pressure load at double-walled steel cofferdam sinking side increase faster suspension centre, transfer with time-out, and inhale mud at opposite side, the resistance of transferring with minimizing, thereby the double-walled steel cofferdam is assisted correction, and after the double-walled steel cofferdam was transferred and put in place, the work of transferring was finished.
Shown in Fig. 5,6,7, among the described step B, last positioning and guiding piece 7 is to be made of arc 9 and a plurality of fixed support 10, is fixed on three steel casings 1 that face mutually by a plurality of fixed supports 10 with the arc 9 that the internal face of double-walled steel cofferdam 3 matches.
As shown in Figure 3, among the described step B, following positioning and guiding piece 8 is divided into positioning and guiding piece I 13 and following positioning and guiding piece II 14 down, following positioning and guiding piece I 13 has six, wherein the following positioning and guiding piece I 13 as suspension centre has two, and the end with steel strand 15 on it is connected, and following positioning and guiding piece II 14 is provided with four, two following positioning and guiding piece II 14 are one group, and the following positioning and guiding piece II 14 in every group is located at the both sides as the following positioning and guiding piece I 13 of suspension centre.
Among the described step B, the height of described steel casing 1 is 10 meters, and last positioning and guiding piece 7 is located at be the position of 5 meters away from tube top of steel casing.In the described steps A, back-up sand in steel casing 1, the height of back-up sand is located at be the position of 4 meters away from tube top of steel casing.
Operating principle: the present invention realizes the attitude adjustment of double-walled steel cofferdam by the control to plan-position, upright position and the load oil pressure of double-walled steel cofferdam, so be called " three controls " method, " three controls " method has following several characteristics in implementation process:
1, in transferring process, the management information system of transferring in " three controls " method can be by the analysis to survey data, and each suspension centre stroke unanimity of assurance double-wall cofferdam is transferred synchronously, realizes the steel cofferdam equilibrium, stablizes implantation.
2, transferring under the management information system guidance, by the load analysis to each suspension centre, it is whole stressed even in transferring process to adjust steel cofferdam, guarantees double-walled steel cofferdam structural safety.
3, behind the implantation,, can accurately understand the sword pin and go into the mud situation, evenly inhale mud and transfer thereby carry out definition by transferring the analysis of management information system to cofferdam attitude and suspension centre load.
4, under the especially complicated hydrologic condition of any hydrologic condition, the combined type overall process navigation system in " three control " method can guarantee the double-walled steel cofferdam to transfer the position accurate, be not subjected to water velocity and other factor affecting.
5, behind the steel cofferdam implantation,, can guarantee that the plan-position of steel cofferdam and verticality are controlled in the design specifications allowed band all the time by combined type overall process navigation system.
6, under the combination of transferring management information system and combined type overall process navigation system, can realize that double-wall cofferdam keeps evenly, accurately transferring construction continuously in 24 hours under the controlled prerequisite of safety, reach the target that plan-position, verticality and suspension centre load three aspects can be controlled in real time.
Though described embodiments of the present invention in conjunction with the accompanying drawings; but those skilled in the art can make various distortion or modification within the scope of the appended claims; as long as be no more than the described protection domain of claim of the present invention, all should be within protection scope of the present invention.
Claims (5)
1. the following place control method of a double-walled steel cofferdam is characterized in that: may further comprise the steps:
A, create the hoisting platform that a plurality of steel casings constitute, vertically place a plurality of steel casings (1), and make a plurality of steel casings be net distribution, a plurality of steel casings are fixed into an integral body with connecting rod (12) in the position of transferring of double-walled steel cofferdam;
B, total powerstation (11) is located at the central part of hoisting platform, and positioning and guiding piece (7) is set on steel casing (1), positioning and guiding piece (8) under installing on the inwall of double-walled steel cofferdam (3); Go up installation at steel casing (1) and transfer hydraulic jack (2), transfer hydraulic jack (2) at each and go up installation oil pressure sensor (5) and stroke sensor (6), and each oil pressure sensor (5) is connected with computer controlling center (4) with stroke sensor (6);
C, utilization are transferred hydraulic jack (2) and by steel strand (15) double-walled steel cofferdam (3) are sling, and arrange four measuring observation point (16) around the top of double-walled steel cofferdam (3);
Hydraulic jack is transferred in D, startup, begin to transfer the double-walled steel cofferdam, double-walled steel cofferdam (3) is before going into mud, and stroke sensor (6) and oil pressure sensor (5) are passed to computer controlling center (4) with the travel information and the suspension centre load oil pressure information of each suspension centre successively; Total powerstation (11) by four measuring observation point (16) to the plan-position of double-walled steel cofferdam with the upright position is measured and attitude measurement information is passed to computer controlling center (4);
E, computer controlling center (4) are regulated and control to adjust the plan-position and the upright position of double-walled steel cofferdam the load oil pressure of transferring hydraulic jack of each suspension centre according to travel information and suspension centre load oil pressure information and attitude measurement information;
F, double-walled steel cofferdam (3) mainly lean on last positioning and guiding piece (7) and following positioning and guiding piece (8) that the plan-position and the upright position of double-walled steel cofferdam (3) are positioned after going into mud; Computer controlling center is sent instruction according to travel information and suspension centre load oil pressure information and attitude measurement information, oil pressure load at double-walled steel cofferdam sinking side increase faster suspension centre, transfer with time-out, and inhale mud at opposite side, the resistance of transferring with minimizing, thereby the double-walled steel cofferdam is assisted correction, and after the double-walled steel cofferdam was transferred and put in place, the work of transferring was finished.
2. the following place control method of double-walled steel cofferdam according to claim 1, it is characterized in that: among the described step B, last positioning and guiding piece (7) is to be made of arc (9) and a plurality of fixed support (10), and arc (9) is fixed on three the steel casings (1) that face mutually by a plurality of fixed supports (10).
3. the following place control method of double-walled steel cofferdam according to claim 1, it is characterized in that: among the described step B, described positioning and guiding piece (8) down is divided into positioning and guiding piece I (13) and following positioning and guiding piece II (14) down, following positioning and guiding piece I (13) has six, wherein the following positioning and guiding piece I (13) as suspension centre has two, end with steel strand (15) on it is connected, following positioning and guiding piece II (14) is provided with four, two following positioning and guiding piece II (14) are one group, and the following positioning and guiding piece II (14) in every group is located at the both sides as the following positioning and guiding piece I (13) of suspension centre.
4. the following place control method of double-walled steel cofferdam according to claim 1 is characterized in that: the height of described steel casing (1) is 10 meters, and the described positioning and guiding piece (7) of going up is located at be the position of 5 meters away from tube top of steel casing.
5. the following place control method of double-walled steel cofferdam according to claim 1 is characterized in that: in the described steps A, and back-up sand in steel casing (1), the height of back-up sand is located at be the position of 4 meters away from tube top of steel casing.
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| CN2011100052055A CN102094429B (en) | 2011-01-12 | 2011-01-12 | Lowering control method of double-wall steel cofferdam |
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| CN2011100052055A CN102094429B (en) | 2011-01-12 | 2011-01-12 | Lowering control method of double-wall steel cofferdam |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102409690A (en) * | 2011-09-21 | 2012-04-11 | 长沙理工大学 | Construction method for synchronously lowering bottomless double-walled steel case cofferdam through multiple continuous jacks |
| CN102677687A (en) * | 2012-06-08 | 2012-09-19 | 中铁大桥局股份有限公司 | Double-wall steel boxed cofferdam |
| CN102747954A (en) * | 2012-07-25 | 2012-10-24 | 中铁大桥局股份有限公司 | Hole-drilling guiding positioning system suitable for inclined rock surface and construction method |
| CN102877476A (en) * | 2012-10-18 | 2013-01-16 | 中铁八局集团第一工程有限公司 | Positioning and constructing method of steel cofferdam |
| CN102926387A (en) * | 2012-10-22 | 2013-02-13 | 中交第二航务工程局有限公司 | Mounting and guiding device and positioning method for underwater circuit purlins of steel sheet pile cofferdam |
| CN103758141A (en) * | 2013-12-31 | 2014-04-30 | 中铁大桥局股份有限公司 | Balance splitting technology of double-wall steel cofferdam |
| CN104018505A (en) * | 2014-06-26 | 2014-09-03 | 中国水利水电第十三工程局有限公司 | Prefabricated steel sleeve guided rock-socketed system and application method thereof |
| CN104652391A (en) * | 2013-11-25 | 2015-05-27 | 天津市海王星海上工程技术股份有限公司 | Self-elevating platform dismantlement method suitable for lifting function failure circumstance |
| CN107059900A (en) * | 2017-03-23 | 2017-08-18 | 中建三局基础设施工程有限公司 | The construction method that a kind of Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer |
| CN108677978A (en) * | 2018-05-04 | 2018-10-19 | 中国建筑第四工程局有限公司 | A kind of bridge prestressing without bondn splicing Double-Wall Steel Boxed Cofferdam sinking construction engineering method |
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101182718A (en) * | 2007-12-05 | 2008-05-21 | 中铁大桥局股份有限公司 | Under water putting down construction method of large-sized double-walled steel suspension box-cofferdam |
| CN101205720A (en) * | 2007-12-05 | 2008-06-25 | 中铁大桥局股份有限公司 | Down-lying, bed-contacting and sinking control technologies of super large steel cofferdam |
| CN201187061Y (en) * | 2008-04-25 | 2009-01-28 | 中交第二公路工程局有限公司 | Computer synchronization control holistic lowering apparatus |
| CN201272969Y (en) * | 2008-12-22 | 2009-07-15 | 湖南路桥建设集团公司 | Guiding facility for putting down steel protection barrel in deep water torrent |
| CN101775811A (en) * | 2010-03-22 | 2010-07-14 | 中交二公局第五工程有限公司 | Air-bag launching method of large steel overhead bin and cofferdam |
| CN101886396A (en) * | 2010-07-09 | 2010-11-17 | 中铁十局集团有限公司 | Construction method for special-shaped steel cofferdam |
-
2011
- 2011-01-12 CN CN2011100052055A patent/CN102094429B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101182718A (en) * | 2007-12-05 | 2008-05-21 | 中铁大桥局股份有限公司 | Under water putting down construction method of large-sized double-walled steel suspension box-cofferdam |
| CN101205720A (en) * | 2007-12-05 | 2008-06-25 | 中铁大桥局股份有限公司 | Down-lying, bed-contacting and sinking control technologies of super large steel cofferdam |
| CN201187061Y (en) * | 2008-04-25 | 2009-01-28 | 中交第二公路工程局有限公司 | Computer synchronization control holistic lowering apparatus |
| CN201272969Y (en) * | 2008-12-22 | 2009-07-15 | 湖南路桥建设集团公司 | Guiding facility for putting down steel protection barrel in deep water torrent |
| CN101775811A (en) * | 2010-03-22 | 2010-07-14 | 中交二公局第五工程有限公司 | Air-bag launching method of large steel overhead bin and cofferdam |
| CN101886396A (en) * | 2010-07-09 | 2010-11-17 | 中铁十局集团有限公司 | Construction method for special-shaped steel cofferdam |
Cited By (21)
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| CN102409690A (en) * | 2011-09-21 | 2012-04-11 | 长沙理工大学 | Construction method for synchronously lowering bottomless double-walled steel case cofferdam through multiple continuous jacks |
| CN102677687A (en) * | 2012-06-08 | 2012-09-19 | 中铁大桥局股份有限公司 | Double-wall steel boxed cofferdam |
| CN102677687B (en) * | 2012-06-08 | 2014-11-05 | 中铁大桥局股份有限公司 | Double-wall steel boxed cofferdam |
| CN102747954A (en) * | 2012-07-25 | 2012-10-24 | 中铁大桥局股份有限公司 | Hole-drilling guiding positioning system suitable for inclined rock surface and construction method |
| CN102877476A (en) * | 2012-10-18 | 2013-01-16 | 中铁八局集团第一工程有限公司 | Positioning and constructing method of steel cofferdam |
| CN102877476B (en) * | 2012-10-18 | 2014-06-04 | 中铁八局集团第一工程有限公司 | Positioning and constructing method of steel cofferdam |
| CN102926387A (en) * | 2012-10-22 | 2013-02-13 | 中交第二航务工程局有限公司 | Mounting and guiding device and positioning method for underwater circuit purlins of steel sheet pile cofferdam |
| CN102926387B (en) * | 2012-10-22 | 2014-11-05 | 中交第二航务工程局有限公司 | Mounting and guiding device and positioning method for underwater circuit purlins of steel sheet pile cofferdam |
| CN104652391A (en) * | 2013-11-25 | 2015-05-27 | 天津市海王星海上工程技术股份有限公司 | Self-elevating platform dismantlement method suitable for lifting function failure circumstance |
| CN104652391B (en) * | 2013-11-25 | 2016-05-18 | 天津市海王星海上工程技术股份有限公司 | A kind of jack-up unit method for dismounting that is applicable to elevating function inefficacy |
| CN103758141A (en) * | 2013-12-31 | 2014-04-30 | 中铁大桥局股份有限公司 | Balance splitting technology of double-wall steel cofferdam |
| CN103758141B (en) * | 2013-12-31 | 2017-01-04 | 中铁大桥局股份有限公司 | The balance splitting method of Double-Wall Steel Boxed Cofferdam |
| CN104018505B (en) * | 2014-06-26 | 2016-04-27 | 中国水利水电第十三工程局有限公司 | The embedding series of rocks system of pre-manufactured steel cage guiding and using method |
| CN104018505A (en) * | 2014-06-26 | 2014-09-03 | 中国水利水电第十三工程局有限公司 | Prefabricated steel sleeve guided rock-socketed system and application method thereof |
| CN107059900A (en) * | 2017-03-23 | 2017-08-18 | 中建三局基础设施工程有限公司 | The construction method that a kind of Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer |
| CN107059900B (en) * | 2017-03-23 | 2019-04-23 | 中建三局基础设施工程有限公司 | A kind of construction method that Double-wall sin-gle-image radiography quickly sinks in sand-pebble layer |
| CN108677978A (en) * | 2018-05-04 | 2018-10-19 | 中国建筑第四工程局有限公司 | A kind of bridge prestressing without bondn splicing Double-Wall Steel Boxed Cofferdam sinking construction engineering method |
| CN108677978B (en) * | 2018-05-04 | 2021-06-15 | 中国建筑第四工程局有限公司 | Sinking construction method for bridge unbonded prestressed spliced double-wall steel cofferdam |
| CN111764416A (en) * | 2019-04-02 | 2020-10-13 | 广西长长路桥建设有限公司 | Highway bridge construction cofferdam device |
| CN111764416B (en) * | 2019-04-02 | 2022-05-10 | 广西长长路桥建设有限公司 | Highway bridge construction cofferdam device |
| CN112267482A (en) * | 2020-10-22 | 2021-01-26 | 郑州大学 | Steel cofferdam anti-deflection device |
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