CN102251530B - Construction process of double-wall steel cofferdam for construction of pier bearing platform in main river water of Yellow River - Google Patents

Construction process of double-wall steel cofferdam for construction of pier bearing platform in main river water of Yellow River Download PDF

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CN102251530B
CN102251530B CN201110107171A CN201110107171A CN102251530B CN 102251530 B CN102251530 B CN 102251530B CN 201110107171 A CN201110107171 A CN 201110107171A CN 201110107171 A CN201110107171 A CN 201110107171A CN 102251530 B CN102251530 B CN 102251530B
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double
walled steel
steel bushing
construction
bushing case
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CN102251530A (en
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陈新
刘庭联
郭瑞
杨金才
冯振宁
何永能
吕鹏涛
张晓云
程彬
梁金成
刘永
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China Railway 20th Bureau Group Corp
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China Railway 20th Bureau Group Corp
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Abstract

The invention discloses a construction process of a double-wall steel cofferdam for construction of a pier bearing platform in main river water of the Yellow River. The construction process comprises the following steps of: 1, determining the structure and the size of a cylindrical double-wall steel sleeve box used in the construction of the bearing platform in the water; 2, measuring and paying off; 3, performing cofferdam construction: gradually lowering the cylindrical double-wall steel sleeve box to a preset position by adopting hoisting equipment, and fixing the bottom of the cylindrical double-wall steel sleeve box lowered in place by adopting a supporting fixer; 4, sealing the bottom; 5, constructing drilled piles at the bottom of the bearing platform; 6, gradually pumping water, performing underwater digging, and gradually cutting a steel protecting canister; 7, constructing the bearing platform; and 8, constructing pier columns on the upper part of the bearing platform. The process is reasonable in construction step design, convenient in construction, low in construction cost and short in construction period; and integrated construction of the bearing platform and the drilled piles is realized, meanwhile, the sinking operation of the double-wall steel sleeve box can be simply, conveniently and efficiently finished with high quality, and multiple defects in the construction of the conventional double-wall steel sleeve box cofferdam are overcome.

Description

The pier bearing platform construction is with double-walled steel cofferdam construction technology in the main stem water of the Yellow River
Technical field
The invention belongs to bearing platform construction technical field in the Yellow River Channel, especially relate in the main stem water of a kind of the Yellow River the pier bearing platform construction with double-walled steel cofferdam construction technology.
Background technology
Along with China's rapid growth of economy, the national basis construction constantly increases, and will implement " with bridge for ship " strategy, and promptly all pontoon bridges on the Yellow River will be replaced by Yellow River Bridge.And in China the Yellow River middle and upper reaches area, there is ice flood season in the Yellow River, and the alluvial flat area is very big, and steel sheet-pile cofferdam design scheme and clear under water based method can be applicable to the big bridge construction of the Yellow River middle and upper reaches.Pier bearing platform construction method adopts the drilled pile of construction cushion cap bottom earlier usually in the existing water, accomplishes the construction sequence of cushion cap and cushion cap top pier stud again on the bored piles top that construction is accomplished.But actual the employing when pier cushion cap is constructed in the conventional water exists number of drawbacks and deficiencies such as construction period is long, working procedure is loaded down with trivial details, the input manpower and materials are big, construction effect is relatively poor.
Summary of the invention
Technical problem to be solved by this invention is to above-mentioned deficiency of the prior art; Provide in the main stem water of a kind of the Yellow River the pier bearing platform construction with double-walled steel cofferdam construction technology; Its construction sequence is reasonable in design, easy construction, construction cost is low and the construction period is short, realized the integrated construction of cushion cap and drilled pile, can solve effectively that the construction period that exists in the existing double-walled steel boxed cofferdam construction is long, working procedure is loaded down with trivial details, drop into manpower and materials greatly, defective and deficiency such as construction effect is relatively poor.
For solving the problems of the technologies described above, the technical scheme that the present invention adopts is: the pier bearing platform construction is characterized in that with double-walled steel cofferdam construction technology this technology may further comprise the steps in the main stem water of a kind of the Yellow River:
Step 1, according to structure, size and the bottom absolute altitude of need constructions underwater support table, and the working space that need reserve during with hydrologic regime and cofferdam construction of the riverbed geology that combines the job location, the structure and the size in used cofferdam when confirming to construct underwater support table; Said cofferdam is cylindrical double-walled steel bushing case; And said cylindrical double-walled steel bushing case is installed in the horizontal truss between inside panel and the exterior panel from top to bottom by inside panel, exterior panel, the multiple tracks of coaxial package in the inside panel outside and multiple tracks is laid in inside panel respectively and the inboard vertical stiffening rib of exterior panel is formed; Said inside panel and exterior panel are cylindrical housings, and said cylindrical double-walled steel bushing case bottom is provided with the sword pin; Said inside panel inside is divided into a plurality of structures fan-shaped compartment all identical with size through a plurality of partition panels; The structure of a plurality of said partition panels is all identical with size; The lateral wall of a plurality of said partition panels all is fixed on the inside wall of inside panel, and the inside wall of a plurality of said partition panels is connected to one and its inside wall sideline all coincides with the axis of inside panel;
Step 2, measure unwrapping wire: the construction lofting equipment that adopts the over-water construction setting out method and match and use, setting-out is measured in the center that sideline around the cylindrical double-walled steel bushing case and underwater support table bottom need the construction drill stakes;
Step 3, cofferdam construction: with reference to measure in the step 2 cylindrical double-walled steel bushing case that setting-out goes out around the sideline; Adopt hanging device that the cylindrical double-walled steel bushing case described in the step 1 is transferred to predeterminated position gradually, and adopt the support fixation part to fix transferring the said cylindrical double-walled steel bushing case bottom that puts in place;
The construction of step 4, back cover: the absolute altitude place, bottom at need construction underwater support table carries out the concrete back cover, and the construct bottom absolute altitude of underwater support table of the top absolute altitude that forms concrete back cover layer behind the back cover and need is consistent;
Step 5, cushion cap bottom hole pile driving construction, its work progress may further comprise the steps:
501, the drilling construction platform is set up: the drilling construction platform is set up in the said cylindrical double-walled steel bushing box top of accomplishing of in step 3, having constructed, said drilling construction platform comprise set up the multiple tracks brace summer of said cylindrical double-walled steel bushing box top be laid on the platform panel on the said brace summer of multiple tracks;
502, the steel casing is transferred: with reference to the center of measuring the need construction drill stake that setting-out goes out in the step 2; Utilize the said drilling construction platform of setting up completion in the step 501; And according to conventional steel casing mounting method the used steel casing of construction drill stake is transferred, and fix transferring the steel casing that puts in place;
503, drilled pile construction: utilize the said drilling construction platform of setting up completion in the step 501; And being used to support by the job practices of drilled pile in the conventional water needs the drilled pile of construction underwater support table to construct, and the drilled pile top absolute altitude that construction is accomplished is consistent with the top absolute altitude of the underwater support table that needs to construct;
Step 6, draw water step by step and underwater excavation and steel casing cut off step by step: adopt water pumper and take out slurry equipment under water and progressively drawn water and underwater excavation in said cylindrical double-walled steel bushing case inside, until the absolute altitude position, bottom that is excavated to the underwater support table that needs to construct; And draw water with the underwater excavation process in, adopt cutting equipment the casing of steel described in the step 4 to be cut off from top to bottom;
Step 7, bearing platform construction: after drilled pile construction is accomplished, remove the drilling construction platform of setting up in the step 501, on the bored piles top of accomplishing of constructing, said underwater support table is carried out molding construction, and the acquisition construction is the drilled pile of one and underwater support table;
The construction of step 8, cushion cap top pier stud: the pier stud that bridge superstructure is used is supported in construction on the said underwater support table of construction molding, and treats that institute's pier stud of construct constructs after the completion, and said cylindrical double-walled steel bushing case is removed.
The pier bearing platform construction is with double-walled steel cofferdam construction technology in the main stem water of above-mentioned the Yellow River; It is characterized in that: when adopting hanging device to transfer the cylindrical double-walled steel bushing case described in the step 1 to predeterminated position gradually in the step 3, utilize the cofferdam construction platform of setting up in advance to transfer; Said cofferdam construction platform comprises assembly type buoyancy aid and a plurality of shift units that are laid in side around the said assembly type buoyancy aid and said assembly type buoyancy aid is shifted, and said shift unit all links to each other with said assembly type buoyancy aid through anchor cable; Said assembly type buoyancy aid is for being made up of with the multiple tracks buoyancy aid spandrel girder of setting up in said horizontal bearing mechanism horizontal bearing mechanism; Said horizontal bearing mechanism comprises two ship buoyancy aids and two vertical tie-beams that are parallel laying that are horizontal laying; Two said ship buoyancy aids are fastenedly connected through two vertical tie-beams and are one; The front and back end of said vertical tie-beam is separately fixed on two said ship buoyancy aids, and the said buoyancy aid spandrel girder of multiple tracks all is parallel laying with vertical tie-beam; Two said ship buoyancy aids and two vertical tie-beams are formed rectangle frame posture load carrier; Said rectangle frame posture load carrier middle part is left and is supplied the passage of transferring that said cylindrical double-walled steel bushing case transfers; Spacing between spacing between two said ship buoyancy aid inside walls and two the vertical tie-beam inside walls is all greater than the external diameter of exterior panel, and the said buoyancy aid spandrel girder of multiple tracks is formed the support platform that is used to support said cylindrical double-walled steel bushing case; The said ship buoyancy aid floatation type support platform that many ships connect to form of serving as reasons.
The pier bearing platform construction is with double-walled steel cofferdam construction technology in the main stem water of above-mentioned the Yellow River; It is characterized in that: the cylindrical double-walled steel bushing case described in the step 1 is assemblied to form by a plurality of double-walled steel bushing case sections from bottom to up successively; When adopting hanging device to transfer the cylindrical double-walled steel bushing case described in the step 1 to predeterminated position gradually in the step 3, from the bottom to top a plurality of said double-walled steel bushing case sections are transferred one by one; And when from the bottom to top a plurality of said double-walled steel bushing case sections being transferred one by one, it is transferred process and may further comprise the steps:
301, bottom steel casing sections hangs and send and transfer: adopt hanging device will be positioned at said cylindrical double-walled steel bushing case bottom earlier and the bottom steel casing sections that has a sword pin hangs and delivers on the said cofferdam construction platform, and make said bottom steel casing sections be in the said passage top of transferring; Adopt hanging device that the bottom steel casing sections that is transferred on the cofferdam construction platform this moment is sling again, and said bottom steel casing sections is hung the buoyancy aid spandrel girder; Afterwards, multiple tracks buoyancy aid spandrel girder is got on divided by opening the said passage of transferring from said horizontal bearing mechanism, through the said passage of transferring bottom steel casing sections is transferred again;
302, next double-walled steel bushing case sections hangs and send and transfer: the next double-walled steel bushing case sections that adopts hanging device to transfer earlier, hang and send and splice the double-walled steel bushing case sections top of having transferred completion at this moment; Adopt hanging device again, the double-walled steel bushing case sections of being transferred in this step is transferred together with the double-walled steel bushing case sections of its underpart in the lump;
303, follow-up double-walled steel bushing case sections hangs and send and transfer: one or many repeating step 302; Process is sent and transferred to hanging of all double-walled steel bushing case sections in accomplishing said cylindrical double-walled steel bushing case, and said cylindrical double-walled steel bushing case is transferred to design attitude;
Pass through the said passage of transferring to after being transferred to double-walled steel bushing case sections on the cofferdam construction platform this moment and transferring described in the step 301; After the last double-walled steel bushing case sections that perhaps will transfer in the step 302 hangs and send and splice the double-walled steel bushing case sections top of having transferred completion at this moment; Also need with reference to measure in the step 2 cylindrical double-walled steel bushing case that setting-out goes out around the sideline, and adopt said shift unit the double-walled steel bushing case sections of having transferred completion under the current state to be moved to the design attitude place of said cylindrical double-walled steel bushing case.
The pier bearing platform construction is with double-walled steel cofferdam construction technology in the main stem water of above-mentioned the Yellow River; It is characterized in that: the mechanism of horizontal bearing described in the step 3 is provided with in the process of transferring the tackling system that is used with said hanging device and said double-walled steel bushing case sections is lifted by crane, and said tackling system and said hanging device are formed and transferred place system under the lifting of in the process said double-walled steel bushing case sections being lifted by crane; Said tackling system comprises portal frame and a plurality of lift-up device that is laid in the horizontal bearing mechanism; The both sides up and down of said lift-up device are respectively arranged with lifting spandrel girder and lifting shoulder pole girder; Said portal frame be erected at the double-walled steel bushing case sections that lifts top; A plurality of said lift-up device all are laid on the said portal frame, and a plurality of said lift-up device along the circumferential direction be laid in the double-walled steel bushing case sections that lifts top; Said lifting spandrel girder all is level to laying with the lifting shoulder pole girder, and the lifting spandrel girder all the quantity with said lift-up device is identical with the quantity of lifting by crane shoulder pole girder; Said hanging device and lift and be fastenedly connected hanging muscle through many between the double-walled steel bushing case sections; The said logarithm that hangs muscle is identical with the quantity of said lift-up device, and how corresponding one by one with the installation position of a plurality of said lift-up device to the said installation position that hangs muscle; Corresponding being provided with is used for many groups fixture that muscle is fixedly hung in colligation on the sidewall of said double-walled steel bushing case sections, and the group number of said fixture is identical with the said logarithm that hangs muscle; The said muscle that hangs from top to bottom is fixed on the said fixture after shoulder pole girder passes with the lifting spandrel girder from lifting by crane, and corresponding being provided with supplies to hang the through hole that muscle passes on lifting shoulder pole girder and the lifting spandrel girder.
The pier bearing platform construction is with double-walled steel cofferdam construction technology in the main stem water of above-mentioned the Yellow River; It is characterized in that: transfer in the process one by one to a plurality of said double-walled steel bushing case sections from the bottom to top described in the step 3; Real-time monitored is carried out in the position of transferring of counter blade pin; And before the sword pin the riverbed, be employed on the said double-walled steel bushing case sections method of adding counterweight and transfer, when current double-walled steel bushing case sections of transferring sinks down into height such as assembly type buoyancy aid grade till; After the sword pin the riverbed, adopt in the fan-shaped compartment of said double-walled steel bushing case sections water filling and transfer, until said cylindrical double-walled steel bushing case is transferred to predeterminated position to carrying out the method that scarfing cinder combines in the said double-walled steel bushing case sections.
The pier bearing platform construction is with double-walled steel cofferdam construction technology in the main stem water of above-mentioned the Yellow River; It is characterized in that: described in the step 3 before the sword pin the riverbed; When being employed on the said double-walled steel bushing case sections method of adding counterweight and transferring; The even ana in a plurality of positions on said double-walled steel bushing case sections adds counterweight synchronously, to guarantee that transferring the steel bushing of double-walled described in process case sections is in plateau all the time; After the sword pin the riverbed; And adopt in the fan-shaped compartment of said double-walled steel bushing case sections water filling and transfer in the process carrying out the method that scarfing cinder combines in the said double-walled steel bushing case sections; Adopt the levelness monitoring instrument that the levelness at lifting double-walled steel bushing case sections top is monitored in real time; And according to monitoring result and adopt in each fan-shaped compartment of adjustment water level or counter blade pin week side carry out the method that scarfing cinder handles the levelness at lifting double-walled steel bushing case sections top adjusted, transfer the steel bushing of double-walled described in process case sections with assurance and be in plateau all the time.
The pier bearing platform construction is with double-walled steel cofferdam construction technology in the main stem water of above-mentioned the Yellow River; It is characterized in that: the shift unit described in the step 3 is the earth anchor that is laid in said assembly type buoyancy aid week side, casts anchor or the ground cage; Correspondence is provided with a plurality of electric windlass in the said horizontal bearing mechanism, and the quantity of said electric windlass is identical with the quantity of said shift unit; And said hanging device is a crane barge waterborne.
The pier bearing platform construction is with double-walled steel cofferdam construction technology in the main stem water of above-mentioned the Yellow River; It is characterized in that: the double-walled steel bushing case sections described in the step 1 is assemblied to form by a plurality of double-walled steel bushing case assembly unit joints of along the circumferential direction laying; Before in the step 301 said bottom steel casing sections being lifted and transfers; The a plurality of double-walled steel bushing case assembly unit joints that adopt hanging device will be assemblied to form said bottom steel casing sections earlier lift respectively to said cofferdam construction platform; On said cofferdam construction platform, said bottom steel casing sections is carried out assembly unit again, adopt hanging device that the bottom steel casing sections that is assemblied to form is in the said passage top of transferring afterwards again; Before the next double-walled steel bushing case sections that adopts hanging device to transfer in the step 302 hangs and send; The double-walled steel bushing case sections that on the bank is lifted this moment earlier carries out assembly unit, adopts hanging device that the double-walled steel bushing case sections that is assemblied to form is moved on the said cofferdam construction platform afterwards again.
The pier bearing platform construction is with double-walled steel cofferdam construction technology in the main stem water of above-mentioned the Yellow River; It is characterized in that: when carrying out the concrete back cover in the step 4; Adopt the ring seal method that the back cover construction is carried out in the zone under water in the need construction underwater support table outside; And carry out in step 3, having transferred to the cylindrical double-walled steel bushing box top of predeterminated position earlier and having set up the back cover operation platform before the back cover construction; Actual carrying out back cover when construction, the bottom sealing method that adopts a plurality of vertical conduits to carry out underwater concreting carries out back cover.
The pier bearing platform construction is with double-walled steel cofferdam construction technology in the main stem water of above-mentioned the Yellow River; It is characterized in that: described in the step 6 draw water with the underwater excavation process in; Adopt the mode that draw water in limit from top to bottom or the underwater excavation limit is supported in installing; Support inner the installation in the multiple tracks of said cylindrical double-walled steel bushing case; And the quantity that supports in installing come surely according to said cylindrical double-walled steel bushing case inside residing particular location in the main stem of the Yellow River, far away more apart from the river course center line of the Yellow River main stem, the quantity that interior support is installed by institute is few more.
The present invention compared with prior art has the following advantages:
1, reasonable in design, simple to operate and realize conveniently, down behind steel bushing case and the underwater concrete back cover, on steel bushing case top, arrange drilling platform more earlier; Carry out drilling construction; And then carry out cushion cap and pier construction under water, and successfully solved the sealing problem in cofferdam, realized the operation of dried place.
2, double-walled steel bushing case to transfer step reasonable in design, transfer step simple, realize convenient and be prone to control, transfer in the process and can effectively control, and cylindrical double-walled steel bushing case is transferred to design attitude the stationarity of double-walled steel bushing case sections.
3, the assembly type float structure that is adopted is simple, and displacement is convenient, very convenient operation at sea.
4, transfer with the matching used lifting of assembly type buoyancy aid that system structure design is reasonable, input cost is low and install and lay conveniently, simultaneously easy and simple to handle, can accomplish the lifting of cylindrical double-walled steel bushing case easy, in high quality and transfer operation.
5, because the particularity (being fine sand, flour sand layer) of the Yellow River geological condition, treat that the cofferdam transfers the back that puts in place and adopt tremie method to carry out the underwater concrete back cover, successfully solved problems such as the clear base of large-volume concrete bearing platform, back cover, concreting under water.
6, formed cushion cap drilled pile construction integrated construction worker method: behind steel bushing case and the underwater concrete back cover, on steel bushing case top, arrange drilling platform earlier, carry out drilling construction; And then carry out cushion cap and pier construction under water, thereby adopt cushion cap drilled pile integral construction method, the reduction of erection time; Also practiced thrift construction cost significantly, reduced lot of manpower and material resources, easy construction simultaneously; Simple and easy to control, work progress is safe and reliable, and danger coefficient is lower.
In sum; Construction sequence of the present invention is reasonable in design, easy construction, construction cost is low and the construction period is short, realized the integrated construction of cushion cap and drilled pile; Simultaneously can be easy, efficient and high-quality accomplish the sinking operation of double-walled steel bushing case, thereby efficiently solve that the construction period that exists in the existing double-walled steel boxed cofferdam construction is long, working procedure is loaded down with trivial details, drop into defective and deficiencies such as manpower and materials are big, construction effect is relatively poor.
Through accompanying drawing and embodiment, technical scheme of the present invention is done further detailed description below.
Description of drawings
Fig. 1 is a construction technology process block diagram of the present invention.
When Fig. 2 constructs by the present invention the external structure sketch map of the cylindrical double-walled steel bushing of employing case.
When Fig. 3 constructs by the present invention the internal construction sketch map of the cylindrical double-walled steel bushing of employing case.
When Fig. 4 constructs by the present invention the structural representation of employing assembly type buoyancy aid.
Construct for the present invention user mode reference view of time institute's employing shift unit of Fig. 5.
When Fig. 6 constructs by the present invention the employing lifting structural representation of place system down.
When Fig. 7 constructs by the present invention the employing lifting installation site sketch map of place system down.
Fig. 8 lifts by crane the construction state reference map when place system is transferred double-walled steel bushing case sections down for the present invention adopts.
Perfusion distribution schematic representation intention when Fig. 9 adopts vertical conduit to carry out the underwater concreting back cover for the present invention.
Description of reference numerals:
The 1-inside panel; The 2-exterior panel; The horizontal truss of 3-;
Boom plate in the 3-1-; The outer boom plate of 3-2-; The 3-3-brace;
The 4-partition panel; 5-steel casing; 6-sword pin;
7-1-buoyancy aid spandrel girder; The vertical tie-beam of 7-2-; The 7-3-ship;
The 8-1-earth anchor; 8-2-casts anchor; 8-3-ground cage;
The 9-electric windlass; 10-1-lifts by crane spandrel girder; 10-2-lifts by crane shoulder pole girder;
10-3-hangs muscle; 10-4-fining twisted steel nut; 10-5-bracket post;
The 10-6-longeron; The 10-7-crossbeam; The 10-8-column;
The 10-9-jack; Casing in the 11-; 12-bottom steel casing sections;
The 13-water separation section.
The specific embodiment
The pier bearing platform construction may further comprise the steps with double-walled steel cofferdam construction technology in a kind of the Yellow River main stem water as shown in Figure 1:
Step 1, according to structure, size and the bottom absolute altitude of need constructions underwater support table, and the working space that need reserve during with hydrologic regime and cofferdam construction of the riverbed geology that combines the job location, the structure and the size in used cofferdam when confirming to construct underwater support table.
In conjunction with Fig. 2; Fig. 3; Said cofferdam is cylindrical double-walled steel bushing case; And said cylindrical double-walled steel bushing case is installed in the horizontal truss 3 between inside panel 1 and the exterior panel 2 from top to bottom by inside panel 1, exterior panel 2, the multiple tracks of coaxial package in inside panel 1 outside and multiple tracks is laid in inside panel 1 respectively and exterior panel 2 inboard vertical stiffening ribs are formed, and said inside panel 1 is cylindrical housings with exterior panel 2, and said cylindrical double-walled steel bushing case bottom is provided with sword pin 6.Said inside panel 1 inside is divided into a plurality of structures fan-shaped compartment all identical with size through a plurality of partition panels 4; The structure of a plurality of said partition panels 4 is all identical with size; The lateral wall of a plurality of said partition panels 4 all is fixed on the inside wall of inside panel 1, and the inside wall of a plurality of said partition panels 4 is connected to one and its inside wall sideline all coincides with the axis of inside panel 1.
In the present embodiment, can be for the steel bushing case is reached from purpose floating and that water filling is steadily sunk, the steel bushing case is taked double-walled construction, and adopts cylindrical double-walled steel bushing case, and the internal diameter of said cylindrical double-walled steel bushing case is 19m, and external diameter is 21.8m.Said cylindrical double-walled steel bushing case inside evenly is divided into 10 fan-shaped compartments through 10 partition panels 4, and each fan-shaped compartment all is independently and each other not connect.During practice of construction, the internal diameter size of said cylindrical double-walled steel bushing case and height observing water level situation are confirmed.
Said horizontal truss 3 comprises interior boom plate 3-1, is laid in the outer boom plate 3-2 in the interior boom plate 3-1 outside and is supported and fixed on the multiple tracks brace 3-3 between said interior boom plate 3-1 and the outer boom plate 3-2.In the present embodiment; Said inside panel 1 is 8mm with the thickness of exterior panel 2; Vertical stiffening rib angle steel
Figure BDA0000057949440000091
75 * 75; Boom plate 3-1 all adopts angle steel 125 * 125 with outer boom plate 3-2 in said; Brace 3-3 adopts angle steel
Figure BDA0000057949440000093
100 * 100, and the thickness of said partition panel 4 is 6mm.
When reality was carried out processing and fabricating to cylindrical double-walled steel bushing case, the steel that adopted were the Q235 steel, and carry out blanking according to the requirement that plan provides.Require watertight between said inside panel 1 and exterior panel 2 and the partition panel 4, welding should be carried out the watertightness inspection.
In the present embodiment, the underwater support table of being constructed is a major diameter deep water multi-column pier foundation, thereby adopts the construction of double-walled steel bushing case method.Take all factors into consideration bottom concrete thickness and navigable water stage elevation, selected bottom has the cylindrical double-walled steel bushing case of sword pin 6 and goes into bed elevation, the heavy 260T of cylindrical double-walled steel bushing case.Be convenient construction, said cylindrical double-walled steel bushing case is assemblied to form by a plurality of double-walled steel bushing case sections from bottom to up successively.In the present embodiment; Cylindrical double-walled steel bushing case is employed in merogenesis piece processing in the processing space of bank, pier position original position spelling is in place and merogenesis connects the constructure scheme that height sinks; And said cylindrical double-walled steel bushing case is assemblied to form by 4 double-walled steel bushing case sections from bottom to up successively, and wherein the height of first double-walled steel bushing case sections is 3.6m, and the height of second double-walled steel bushing case sections is 2.4m; The height of the 3rd double-walled steel bushing case sections is 3m, and the height of the 4th double-walled steel bushing case sections is 2.4m.
Step 2, measure unwrapping wire: the construction lofting equipment that adopts the over-water construction setting out method and match and use, setting-out is measured in the center that sideline around the cylindrical double-walled steel bushing case and underwater support table bottom need the construction drill stakes.
Step 3, cofferdam construction: with reference to measure in the step 2 cylindrical double-walled steel bushing case that setting-out goes out around the sideline; Adopt hanging device that the cylindrical double-walled steel bushing case described in the step 1 is transferred to predeterminated position gradually, and adopt the support fixation part to fix transferring the said cylindrical double-walled steel bushing case bottom that puts in place.
In the present embodiment, when adopting hanging device to transfer the cylindrical double-walled steel bushing case described in the step 1 to predeterminated position gradually, utilize the cofferdam construction platform of setting up in advance to transfer.
Like Fig. 4, shown in Figure 5; Said cofferdam construction platform comprises assembly type buoyancy aid and a plurality of shift units that are laid in side around the said assembly type buoyancy aid and said assembly type buoyancy aid is shifted, and said shift unit all links to each other with said assembly type buoyancy aid through anchor cable.Said assembly type buoyancy aid is for being made up of horizontal bearing mechanism and the multiple tracks buoyancy aid spandrel girder 7-1 that sets up in said horizontal bearing mechanism; Said horizontal bearing mechanism comprises two ship buoyancy aids and two vertical tie-beam 7-2 that are parallel laying that are horizontal laying; Two said ship buoyancy aids are fastenedly connected through two vertical tie-beam 7-2 and are one; The front and back end of said vertical tie-beam 7-2 is separately fixed on two said ship buoyancy aids, and the said buoyancy aid spandrel girder of multiple tracks 7-1 all is parallel laying with vertical tie-beam 7-2.Two said ship buoyancy aids and two vertical tie-beam 7-2 form rectangle frame posture load carrier and center and leave and supply the passage of transferring that said cylindrical double-walled steel bushing case transfers; Spacing between spacing between two said ship buoyancy aid inside walls and two the vertical tie-beam 7-2 inside walls is all greater than the external diameter of exterior panel 2, and the said buoyancy aid spandrel girder of multiple tracks 7-1 forms the support platform that is used to support said cylindrical double-walled steel bushing case.The said ship buoyancy aid floatation type support platform that many ship 7-3 connect to form of serving as reasons.Said ship buoyancy aid is provided with water separation section 13, and said water separation section 13 is positioned at upper river one side.
In the present embodiment; Spacing between spacing between two said ship buoyancy aid inside walls and two the vertical tie-beam 7-2 inside walls is all than the big 50cm～60cm of external diameter of exterior panel 2, and the said length of transferring passage and width are all greater than the external diameter of said exterior panel 2.
During actual the use; Said shift unit is the earth anchor 8-1 that is laid in said assembly type buoyancy aid week side, 8-2 or ground cage 8-3 cast anchor; Correspondence is provided with a plurality of electric windlass 9 in the said horizontal bearing mechanism, and the quantity of said electric windlass 9 is identical with the quantity of said shift unit.
In the present embodiment, said ship buoyancy aid is for to be connected to form by six structures and measure-alike ship 7-3, and six said ship 7-3 divide two rows to lay, and each row's ship 7-3 includes three ship 7-3 that connect as one.The quantity of said shift unit and said electric windlass 9 is six, and six said shift units comprise 4 8-2 that cast anchor, 1 earth anchor 8-1 and 1 ground cage 8-3.Be provided with 3 electric windlass 9 on two said ship buoyancy aids.
In the present embodiment, the hanging device described in the step 3 is a crane barge waterborne, and said vertical tie-beam 7-2 is a military beam, and said buoyancy aid spandrel girder 7-1 is a shaped steel.Said vertical tie-beam 7-2 specifically is assemblied to form by 2 groups of military beams of long 36m, and vertically tie-beam 7-2 is fixed on the said ship buoyancy aid through securing member.
The actual laying when installing, said horizontal bearing mechanism comprises also and laterally is laid in two middle part buoyancy aids between the said ship buoyancy aid that two said vertical tie-beam 7-2 all are fixedly connected with said middle part buoyancy aid; Said middle part buoyancy aid comprises three ship 7-3 that are laid on the same straight line and connect as one.In the present embodiment, the quantity of ship 7-3 is 15, and the structure of 15 ship 7-3 is all identical with size.The length of said ship 7-3 is that 9m and its width are 2.7m, and the spacing between two said ship buoyancy aids and the middle part buoyancy aid is 9.55m.Thereby the transverse width of said horizontal bearing mechanism is that 27m and its longitudinal length are 33.4m.
In the present embodiment, the said buoyancy aid spandrel girder of multiple tracks 7-1 is even laying, and the length of said buoyancy aid spandrel girder 7-1 is 36m.
In the practice of construction process; After treating that said cofferdam construction platform is set up completion; Adopt hanging device that the cylindrical double-walled steel bushing case described in the step 1 is transferred to predeterminated position gradually; And when transferring said cylindrical double-walled steel bushing case to predeterminated position gradually, from the bottom to top a plurality of said double-walled steel bushing case sections are transferred one by one.When reality was transferred a plurality of said double-walled steel bushing case sections from the bottom to top one by one, it was transferred process and may further comprise the steps:
301, bottom steel casing sections hangs and send and transfer: adopt hanging device will be positioned at said cylindrical double-walled steel bushing case bottom earlier and the bottom steel casing sections 12 that has a sword pin 6 hangs and delivers on the said cofferdam construction platform, and make said bottom steel casing sections 12 be in the said passage top of transferring; Adopt hanging device that the bottom steel casing sections 12 that is transferred on the cofferdam construction platform this moment is sling again, and said bottom steel casing sections 12 is hung buoyancy aid spandrel girder 7-1; Afterwards, multiple tracks buoyancy aid spandrel girder 7-1 is got on divided by opening the said passage of transferring from said horizontal bearing mechanism, through the said passage of transferring bottom steel casing sections 12 is transferred again.
In the present embodiment, owing to also comprise the middle part buoyancy aid in the said horizontal bearing mechanism, when then removing buoyancy aid spandrel girder 7-1, also need remove the annexation between middle part buoyancy aid and the vertical tie-beam 7-2 and the middle part buoyancy aid removed.During practice of construction,, thereby only need when removing to get final product from extracting out in said horizontal bearing mechanism because buoyancy aid spandrel girder 7-1 lies in a horizontal plane in the said horizontal bearing mechanism.
302, next double-walled steel bushing case sections hangs and send and transfer: the next double-walled steel bushing case sections that adopts hanging device to transfer earlier, hang and send and splice the double-walled steel bushing case sections top of having transferred completion at this moment; Adopt hanging device again, the double-walled steel bushing case sections of being transferred in this step is transferred together with the double-walled steel bushing case sections of its underpart in the lump.
303, follow-up double-walled steel bushing case sections hangs and send and transfer: one or many repeating step 302; Process is sent and transferred to hanging of all double-walled steel bushing case sections in accomplishing said cylindrical double-walled steel bushing case, and said cylindrical double-walled steel bushing case is transferred to design attitude.
Pass through the said passage of transferring to after being transferred to double-walled steel bushing case sections on the cofferdam construction platform this moment and transferring described in the step 301; After the last double-walled steel bushing case sections that perhaps will transfer in the step 302 hangs and send and splice the double-walled steel bushing case sections top of having transferred completion at this moment; Also need with reference to measure in the step 2 cylindrical double-walled steel bushing case that setting-out goes out around the sideline, and adopt said shift unit the double-walled steel bushing case sections of having transferred completion under the current state to be moved to the design attitude place of said cylindrical double-walled steel bushing case.
Simultaneously; In conjunction with Fig. 6, Fig. 7 and Fig. 8; Said horizontal bearing mechanism is provided with in the process of transferring the tackling system that is used with said hanging device and said double-walled steel bushing case sections is lifted by crane, and said tackling system and said hanging device are formed and transferred place system under the lifting of in the process said double-walled steel bushing case sections being lifted by crane.Said tackling system comprises portal frame and a plurality of lift-up device that is laid in the horizontal bearing mechanism; The both sides up and down of said lift-up device are respectively arranged with lifting spandrel girder 10-1 and lifting shoulder pole girder 10-2; Said portal frame be erected at the double-walled steel bushing case sections that lifts top; A plurality of said lift-up device all are laid on the said portal frame, and a plurality of said lift-up device along the circumferential direction be laid in the double-walled steel bushing case sections that lifts top.Said lifting spandrel girder 10-1 and lifting shoulder pole girder 10-2 all are level to laying, and lifting spandrel girder 10-1 all the quantity with said lift-up device is identical with the quantity of lifting by crane shoulder pole girder 10-2.Said hanging device and lift and be fastenedly connected hanging muscle 10-3 through many between the double-walled steel bushing case sections; The said logarithm that hangs muscle 10-3 is identical with the quantity of said lift-up device, and how corresponding one by one with the installation position of a plurality of said lift-up device to the said installation position that hangs muscle 10-3.Corresponding being provided with is used for many groups fixture that muscle 10-3 is fixedly hung in colligation on the sidewall of said double-walled steel bushing case sections, and the group number of said fixture is identical with the said logarithm that hangs muscle 10-3.The said muscle 10-3 that hangs from top to bottom is fixed on the said fixture after shoulder pole girder 10-2 passes with lifting spandrel girder 10-1 from lifting by crane, and lifting shoulder pole girder 10-2 and lifting spandrel girder 10-1 go up correspondence and be provided with and supply to hang the through hole that muscle 10-3 passes.
During practice of construction; Said portal frame comprises two portal supports and two longeron 10-6 that set up respectively between two portal supports; Two longeron 10-6 are parallel laying; The structure of two said portal supports is all identical with size, and two said portal supports are laid in respectively on two said ship buoyancy aids and the two is parallel laying.Said lifting spandrel girder 10-1 is installed on the longeron 10-6, and said lift-up device is installed on the lifting spandrel girder 10-1.
In the present embodiment, said portal support comprises the column 10-8 that two groups of height are identical and sets up the crossbeam 10-7 between two said column 10-8, and said longeron 10-6 is parallel laying with vertical tie-beam 7-2, and longeron 10-6 is vertical laying with crossbeam 10-7.Each group column 10-8 include two root architectures with highly all identical and be laid in respectively two vertical rods of both sides inside and outside the double-walled steel bushing case sections that lifts.
In the present embodiment, said longeron 10-6 is a military beam, and crossbeam 10-7 is an i iron, and said vertical rod is a steel pipe pile.Said lift-up device is jack 10-9, and the quantity of jack 10-9 is four, and every longeron 10-6 is laid with two jack 10-9.Said portal frame be laid in the double-walled steel bushing case sections that lifts directly over.Actual hanging when sending, the said muscle 10-3 that hangs is a fining twisted steel, lifting shoulder pole girder 10-2 carries out spacing fining twisted steel nut 10-4 with lifting by crane to be provided with on the spandrel girder 10-1 to said fining twisted steel.Each is organized said fixture and includes 2 fixtures on the inside and outside both sides sidewall that is laid in said double-walled steel bushing case sections respectively.In the present embodiment, said fixture is bracket post 10-5, and said fining twisted steel is a Φ 32mm fining twisted steel, and four said jack 10-9 are the 200t jack and its stroke is 20cm.
During actual installation, earlier portal frame is set up.And when portal frame is set up, make 4 column 10-8 with the steel pipe pile of 8 Φ 529mm * 10mm * 4m earlier, and each column 10-8 forms by the steel pipe pile of two Φ 529mm * 10mm * 4m; Weld bridging with channel-section steel afterwards; The steel pipe pile that is laid on the same ship buoyancy aid connects into integral body; And two very useful i iron of column 10-8 on same ship buoyancy aid make crossbeam 10-7 (length of crossbeam 10-7 is 15m), and use thickness fixing as the stiffener welding of 16mm between crossbeam 10-7 and the column 10-8; Then, set up longeron 10-6 with 3 groups of military beam assembly groups respectively in the right ends of crossbeam 10-7, and reinforce, said longeron 10-6 sets up the middle part at column 10-8.
After said portal frame is set up completion; Four liftings of design fulcrum is made the lifting spandrel girder 10-1 of jack 10-9 on portal frame; It is the i iron of 2.5m that said lifting spandrel girder 10-1 adopts length; And the steel plate reinforcement of thickness as 16mm used in the jack 10-9 place of laying on lifting spandrel girder 10-1 and the installation site of hanging muscle 10-3 frange plate up and down, and web uses the steel plate reinforcement of thickness as 1cm.Afterwards; On jack 10-9, arrange lifting shoulder pole girder 10-2; Said lifting shoulder pole girder 10-2 length is the i iron of 2m; And the steel plate reinforcement of thickness as 16mm used in the jack 10-9 place of laying on lifting shoulder pole girder 10-2 and the installation site of hanging muscle 10-3 frange plate up and down, and web uses the steel plate reinforcement of thickness as 1cm.A pair of inside and outside both sides of hanging being arranged in of the muscle 10-3 double-walled steel bushing case sections that lifts; Every length is 9m (its length is highly definite by the sinking of cylindrical double-walled steel bushing case); Lifting spandrel girder 10-1 goes up with lifting shoulder pole girder 10-2 and arranges fining twisted steel nut 10-4, hangs muscle 10-3 bottom and is fixed on the bracket post 10-5 that is welded on the double-walled steel bushing case sections two side.
Simultaneously; Transfer in the process one by one to a plurality of said double-walled steel bushing case sections from the bottom to top; Real-time monitored is carried out in the position of transferring of counter blade pin 6; And at sword pin 6 before the riverbed, be employed in the method for adding counterweight on the said double-walled steel bushing case sections and transfer, when current double-walled steel bushing case sections of transferring sinks down into height such as assembly type buoyancy aid grade till; When sword pin 6 after the riverbed, adopt in the fan-shaped compartment of said double-walled steel bushing case sections water filling and transfer, until said cylindrical double-walled steel bushing case is transferred to predeterminated position carrying out the method that scarfing cinder combines in the said double-walled steel bushing case sections.
In addition; Be noted that: at sword pin 6 before the riverbed; When being employed on the said double-walled steel bushing case sections method of adding counterweight and transferring; The even ana in a plurality of positions on said double-walled steel bushing case sections adds counterweight synchronously, to guarantee that transferring the steel bushing of double-walled described in process case sections is in plateau all the time; When sword pin 6 after the riverbed; And adopt in the fan-shaped compartment of said double-walled steel bushing case sections water filling and transfer in the process carrying out the method that scarfing cinder combines in the said double-walled steel bushing case sections; Adopt the levelness monitoring instrument that the levelness at lifting double-walled steel bushing case sections top is monitored in real time; And according to monitoring result and adopt water level or counter blade pin 6 all sides in each fan-shaped compartment of adjustment to carry out the method that scarfing cinder handles the levelness at lifting double-walled steel bushing case sections top is adjusted, transfer the steel bushing of double-walled described in process case sections with assurance and be in plateau all the time.
When reality is laid shift unit; 1 ground cage 8-3 (the combined type ground cage of set here ground cage for being made up of two cages independently that are laid in together) is set on a side bank at the construction area upper reaches; And 1 earth anchor 8-1 (the combined type earth anchor of set here earth anchor for being made up of two independent earth anchors that are laid in together) is set on the opposite side bank at the upper reaches; And cast 2 8-2 that cast anchor at the upper reaches; To be said anchor cable carry out anchoring with said cylindrical double-walled steel bushing case, tackling system and hanging device guarantees construction safety with wire rope afterwards, and in the downstream of bridge location 2 8-2 that cast anchor are set and are used to regulate moving direction.
In the present embodiment; Said double-walled steel bushing case sections is assemblied to form by a plurality of double-walled steel bushing case assembly unit joints of along the circumferential direction laying; Thereby before in the step 301 said bottom steel casing sections 12 being lifted and transfers; The a plurality of double-walled steel bushing case assembly unit joints that adopt hanging device will be assemblied to form said bottom steel casing sections 12 earlier lift respectively to said cofferdam construction platform; On said cofferdam construction platform, said bottom steel casing sections 12 is assembled again, adopted hanging device that the bottom steel casing sections 12 that is assemblied to form is in the said passage top of transferring afterwards again.
Actual transferring in the process; Before cylindrical double-walled steel bushing case transferred; According to the size of the cylindrical double-walled steel bushing case of transfer, on the assembly type buoyancy aid, carry out setting-out earlier, a plurality of double-walled steel bushing case assembly unit joints with the said bottom steel casing of the prefabricated composition that finishes sections 12 are transported to the bank then; Crane barge winches to single double-walled steel bushing case assembly unit joint on the assembly type buoyancy aid according to numbering successively and assembles on the water again, until with bottom steel casing sections 12 assembled.Remaining double-walled steel bushing case sections adopts crane barge waterborne that the double-walled steel bushing case sections that is assemblied to form is hung to deliver to one by one again and carries out assembly unit on the said assembly type buoyancy aid and transfer all after assembling is accomplished on the bank.
In the present embodiment, when 4 double-walled steel bushing case sections forming cylindrical double-walled steel bushing case are transferred one by one, need could sink after the sealing of assurance double-walled steel bushing case sections.And when first double-walled steel bushing case sections (being bottom steel casing sections 12) sinks down into when being in translation height (specifically being and height such as assembly type buoyancy aid grade) with said cofferdam construction platform; Adopt crane barge waterborne transferring on first double-walled steel bushing case sections that puts in place again at second double-walled steel bushing case section assembling that the bank assembling is accomplished; And after treating that second double-walled steel bushing case section assembling accomplished, through shift unit with assembly type buoyancy aid, lifting down place system move to the design attitude place in the lump together with first and second double-walled steel bushing case sections and carry out integral body and transfer.
Actual when first double-walled steel bushing case sections is transferred, utilize himself gravity to sink, and first double-walled steel bushing case sections is when sinking, according to formula F floating=ρ gV RowCalculate, when first double-walled steel bushing case sections sinks to underwater 1.71m, can be from floating.During Practical Calculation, the area of plane of said double-walled steel bushing case sections is 58.64m 2, the deadweight of first double-walled steel bushing case sections is 108.59t, and the deadweight of second double-walled steel bushing case sections is 60.68t, and the deadweight of the 3rd and the 4th double-walled steel bushing case sections is 97.9t; The height of sword pin 6 is 1.03m, and the volume of sword pin 6 is 47.26m 3, total underwater penetration of obtaining first double-walled steel bushing case sections thus is 1.71m.Behind second double-walled steel bushing case section assembling; First is 1.71+60.68/89.72=2.39m with total underwater penetration of second double-walled steel bushing case sections; The height that this moment, second double-walled steel bushing case sections was positioned on the water surface is 6-2.39=3.61m, exceeds assembly type buoyancy aid top 3.61-1.15=2.46m.Since after on the assembly type buoyancy aid the direct excessive height of the 3rd double-walled steel bushing case of assembly unit sections; Not easy to operate and fixing, thus need to first with second double-walled steel bushing case sections in increase counterweight, it is sunk to and height such as assembly type buoyancy aid grade; Promptly need sink again 2.46 meters; Total underwater penetration is 4.85m, and behind the 4.85m that sinks again, sword pin 6 the riverbed.Actual to first with second double-walled steel bushing case sections in when increasing counterweight, must guarantee that equivalent is synchronous, prevent that double-walled steel bushing case sections from tilting.
Treat sword pin 6 behind the riverbed; When the 3rd and the 4th double-walled steel bushing case sections are transferred; Need carry out scarfing cinder and sink, adopt promptly that the method for water filling and scarfing cinder in the steel bushing case makes it in fan-shaped compartment, until with the caisson sinking of cylindrical double-walled steel bushing after design elevation.Adopt grab bucket near the center of cylindrical double-walled steel bushing case, to begin to drag for slag, and progressively to 6 expansions of sword pin, casing sink through deadweight.In the said cylindrical double-walled steel bushing caisson sinking process, with the observation point of total powerstation monitoring casing end face, find off normal at any time, correct immediately, and correct the following three kinds of methods of mainly taking:
The first, adjustment compartment water: in the fan-shaped compartment of a higher side, add water with water pumper; Extract the water in the low fan-shaped compartment of a side out; Utilize both sides gravity different; Make cylindrical double-walled steel bushing case level, but this method need guarantee between fan-shaped compartment and the fan-shaped compartment and fan-shaped inside and outside both sides between head difference in allowed band.
The second, drag for slag with grab bucket at sword pin 6 places, suffered resistance was different when utilization height both sides sank, and realized the casing correction.
Three, adopt the compartment concrete in the fan-shaped compartment to carry out leveling.
When reality was sunk to cylindrical double-walled steel bushing case, it is lower that its work in place of sinking should be arranged in water level as far as possible, and the less time of flow velocity carries out; When the cylindrical double-walled steel bushing case land riverbed discrepancy in elevation is big, should throws little slabstone or diver according to circumstances and prop up the little steel pier of pad, make sword pin 6 balance implantation as far as possible the riverbed levelling.And outside the cylindrical double-walled steel bushing case that sinking puts in place, plugging steel plate, inboard pile sandbag carries out leak stopping.
Simultaneously, be noted that: when double-walled steel bushing case sections is carried out the high assembly unit of waterborne tie, symmetrical assembly unit, and anti-unstability unit rod member is set on the inside and outside wallboard of bottom steel casing sections 12.Because double-walled steel bushing case sections connects when high for the first time, bottom steel casing sections 12 does not also sink down into the stabilization of river bed degree of depth, meets Gao Houying for this reason and makes it sink down into the stable degree of depth rapidly.Must guard against sink down into stablize the degree of depth before, the height that portion's double-walled steel bushing case is surfaced is excessive, the filling water surface in the compartment is too high bigger than normal and meet accident to the casing center of gravity.When double-walled steel bushing case sections is inhaled the mud sinking, should the strictness grasp inhale mud time and control suction mud scope, while moisturizing in double-walled steel bushing case sections in time.Inhaling the suitable elder generation of mud is cheated then to expansion all around by the middle sucking-off the bottom of a pan; Be strictly on guard against that the suction dredge head is too near apart from the sword pin, in order to avoid cause that big founding causes casing excessive inclination and displacement take place.Portion's double-walled steel bushing case sections connects high when sinking, and should have enough from gravity, and its sedimentation coefficient should be more than or equal to 1.2; Adopt when pouring water in the storehouse and should notice that symmetry loads, and is strictly on guard against the casing run-off the straight with fill concrete increase deadweight sinking.
Treat that cylindrical double-walled steel bushing case transfers gradually to predeterminated position, by the diver with support fixation part (specifically be that the steel plate of 2cm be welded into wedge shape box by a thickness) pad sword pin 6, to guarantee the stable of cylindrical double-walled steel bushing case.Simultaneously, also need carry out base processing clearly, the purpose of clear base is that the back cover concrete combines with bedrock surface closely in order to make under water, avoids occurring the burning into sand layer, prevents to produce the frost boiling phenomenon behind the back cover.
The construction of step 4, back cover: the absolute altitude place, bottom at need construction underwater support table carries out the concrete back cover, and the construct bottom absolute altitude of underwater support table of the top absolute altitude that forms concrete back cover layer behind the back cover and need is consistent.
In the present embodiment; Actual when carrying out the concrete back cover; Adopt the ring seal method that the back cover construction is carried out in the zone under water in the need construction underwater support table outside, and carry out in step 3, having transferred to the cylindrical double-walled steel bushing box top of predeterminated position earlier and having set up the back cover operation platform before the back cover construction; Actual carrying out back cover when construction, the bottom sealing method that adopts a plurality of vertical conduits to carry out underwater concreting carries out back cover.
Actual when carrying out under water back cover,, the caisson sinking of cylindrical double-walled steel bushing carries out the back cover construction after putting in place, adopt ring seal mode (should look clearly base back substrate geological condition and decide, then will seal entirely) this moment as if geological conditions is bad.Bottom concrete operation platform under water is set transferring the cylindrical double-walled steel bushing box top that puts in place; Utilize under water the bottom concrete operation platform to transfer the interior casing 11 that ring seal is used; Said interior casing 11 adopts steel plates to process and angle steel is all welded in its interior outside; The concrete hanging apparatus that adopts transfers interior casing 11 to the outer contour place of need construction underwater support table, and through fixed connecting piece interior casing 11 is fastenedly connected with cylindrical double-walled steel bushing case, prevents displacement or distortion in the concrete casting process.Pour into a mould in back cover concrete branch storehouse (referring to fan-shaped compartment), and concrete spouting adopts the vertical conduit of φ 300mm to carry out underwater grouting, and concrete supply is pumped into mould by the mixing station supply.After the intensity of back cover concrete reaches 70%, can extract the water in the cylindrical double-walled steel bushing case out part (highly being 0.5m) earlier, observe water surface situation in the casing, in order to judge the back cover effect.
Because it is big that bottom concrete is built area, and water level is darker,, adopt 2 of multitubes to pour into concrete simultaneously for ensuring the quality of products.The bottom concrete height is tentative to be 3.5m, for preventing sealing concrete end face absolute altitude superelevation or deficiency in the concrete casting process, on the inwall of cylindrical double-walled steel bushing case, welds out teeming line in advance, feels and lining rope measurement control cast height through the diver in the casting process.The concrete slump is controlled at 20～22cm, and adding coal ash and high-efficient retarder to improve concrete flowability, prolong the concrete initial setting time.The mode that adopts water pump to draw water is discharged the water yield that bottom concrete displaces in the casing.
In the present embodiment, the back cover concrete area of cylindrical double-walled steel bushing case is 144m 2And back cover concrete thickness is 3.5mm, needs concrete V=504m altogether 3The radius of every vertical conduit effect is 3m, needs 24 perfusion points altogether, and single perfusion point needs pour concrete 21m 2During perfusion, arrange 2 vertical duct simultaneously, adopt the pumping concrete pouring.In the bottom concrete filling process, note making the inside and outside head difference of casing to be not more than 1m.Bottom concrete end face absolute altitude should be than low 5-10cm at the bottom of the underwater support table, prevents in the cushion layer concrete encroached water in the suspended deck structure.The distributing position of 24 perfusion points sees Fig. 9 for details.
Step 5, cushion cap bottom hole pile driving construction, its work progress may further comprise the steps:
501, the drilling construction platform is set up: the drilling construction platform is set up in the said cylindrical double-walled steel bushing box top of accomplishing of in step 3, having constructed, said drilling construction platform comprise set up the multiple tracks brace summer of said cylindrical double-walled steel bushing box top be laid on the platform panel on the said brace summer of multiple tracks.
502, the steel casing is transferred: with reference to the center of measuring the need construction drill stake that setting-out goes out in the step 2; Utilize the said drilling construction platform of setting up completion in the step 501; And according to conventional steel casing mounting method the used steel casing 5 of construction drill stake is transferred, and fix transferring the steel casing 5 that puts in place.
503, drilled pile construction: utilize the said drilling construction platform of setting up completion in the step 501; And being used to support by the job practices of drilled pile in the conventional water needs the drilled pile of construction underwater support table to construct, and the drilled pile top absolute altitude that construction is accomplished is consistent with the top absolute altitude of the underwater support table that needs to construct.
Step 6, draw water step by step and underwater excavation and steel casing cut off step by step: adopt water pumper and take out slurry equipment under water and progressively drawn water and underwater excavation in said cylindrical double-walled steel bushing case inside, until the absolute altitude position, bottom that is excavated to the underwater support table that needs to construct; And draw water with the underwater excavation process in, adopt cutting equipment the casing of steel described in the step 45 to be cut off from top to bottom.
In the present embodiment; Draw water with the underwater excavation process in; Adopt the mode that draw water in limit from top to bottom or the underwater excavation limit is supported in installing, support inner the installation in the multiple tracks of said cylindrical double-walled steel bushing case, and institute installs in the quantity of support decide according to said cylindrical double-walled steel bushing case inside residing particular location in the main stem of the Yellow River; River course center line apart from the Yellow River main stem is far away more, the quantity that supports in installing few more.
Step 7, bearing platform construction: after drilled pile construction is accomplished, remove the drilling construction platform of setting up in the step 501, on the bored piles top of accomplishing of constructing, said underwater support table is carried out molding construction, and the acquisition construction is the drilled pile of one and underwater support table.
The construction of step 8, cushion cap top pier stud: the pier stud that bridge superstructure is used is supported in construction on the said underwater support table of construction molding, and treats that institute's pier stud of construct constructs after the completion, and said cylindrical double-walled steel bushing case is removed.
In the present embodiment; After underwater support table and the completion of top pier stud pier shaft, water filling in cylindrical double-walled steel bushing case makes the inside and outside water level of cylindrical double-walled steel bushing case equal; The diver adopts under water, and cutting equipment decomposes cutting to cylindrical double-walled steel bushing case; Then on the water crane barge will cut off the part sling, handle to appointment place with transport vehicle, with the repeated use.
The above; It only is preferred embodiment of the present invention; Be not that the present invention is done any restriction, every technical spirit changes any simple modification, change and the equivalent structure that above embodiment did according to the present invention, all still belongs in the protection domain of technical scheme of the present invention.

Claims (10)

1. the pier bearing platform construction is characterized in that with double-walled steel cofferdam construction technology this technology may further comprise the steps in the Yellow River main stem water:
Step 1, according to structure, size and the bottom absolute altitude of need constructions underwater support table, and the working space that need reserve during with hydrologic regime and cofferdam construction of the riverbed geology that combines the job location, the structure and the size in used cofferdam when confirming to construct underwater support table; Said cofferdam is cylindrical double-walled steel bushing case; And said cylindrical double-walled steel bushing case is installed in the horizontal truss (3) between inside panel (1) and the exterior panel (2) from top to bottom by inside panel (1), exterior panel (2), the multiple tracks of coaxial package in inside panel (1) outside and multiple tracks is laid in inside panel (1) respectively and the inboard vertical stiffening rib of exterior panel (2) is formed; Said inside panel (1) and exterior panel (2) are cylindrical housings, and said cylindrical double-walled steel bushing case bottom is provided with sword pin (6); Said inside panel (1) is inner to be divided into a plurality of structures fan-shaped compartment all identical with size through a plurality of partition panels (4); The structure of a plurality of said partition panels (4) is all identical with size; The lateral wall of a plurality of said partition panels (4) all is fixed on the inside wall of inside panel (1), and the inside wall of a plurality of said partition panels (4) is connected to one and its inside wall sideline all coincides with the axis of inside panel (1);
Step 2, measure unwrapping wire: the construction lofting equipment that adopts the over-water construction setting out method and match and use, setting-out is measured in the center that sideline around the cylindrical double-walled steel bushing case and underwater support table bottom need the construction drill stakes;
Step 3, cofferdam construction: with reference to measure in the step 2 cylindrical double-walled steel bushing case that setting-out goes out around the sideline; Adopt hanging device that the cylindrical double-walled steel bushing case described in the step 1 is transferred to predeterminated position gradually, and adopt the support fixation part to fix transferring the said cylindrical double-walled steel bushing case bottom that puts in place;
The construction of step 4, back cover: the absolute altitude place, bottom at need construction underwater support table carries out the concrete back cover, and the construct bottom absolute altitude of underwater support table of the top absolute altitude that forms concrete back cover layer behind the back cover and need is consistent;
Step 5, cushion cap bottom hole pile driving construction, its work progress may further comprise the steps:
501, the drilling construction platform is set up: the drilling construction platform is set up in the said cylindrical double-walled steel bushing box top of accomplishing of in step 3, having constructed, said drilling construction platform comprise set up the multiple tracks brace summer of said cylindrical double-walled steel bushing box top be laid on the platform panel on the said brace summer of multiple tracks;
502, the steel casing is transferred: with reference to the center of measuring the need construction drill stake that setting-out goes out in the step 2; Utilize the said drilling construction platform of setting up completion in the step 501; And according to conventional steel casing mounting method the used steel casing (5) of construction drill stake is transferred, and fix transferring the steel casing (5) that puts in place;
503, drilled pile construction: utilize the said drilling construction platform of setting up completion in the step 501; And being used to support by the job practices of drilled pile in the conventional water needs the drilled pile of construction underwater support table to construct, and the drilled pile top absolute altitude that construction is accomplished is consistent with the top absolute altitude of the underwater support table that needs to construct;
Step 6, draw water step by step and underwater excavation and steel casing cut off step by step: adopt water pumper and take out slurry equipment under water and progressively drawn water and underwater excavation in said cylindrical double-walled steel bushing case inside, until the absolute altitude position, bottom that is excavated to the underwater support table that needs to construct; And draw water with the underwater excavation process in, adopt cutting equipment the casing of steel described in the step 4 (5) to be cut off from top to bottom;
Step 7, bearing platform construction: after drilled pile construction is accomplished, remove the drilling construction platform of setting up in the step 501, on the bored piles top of accomplishing of constructing, said underwater support table is carried out molding construction, and the acquisition construction is the drilled pile of one and underwater support table;
The construction of step 8, cushion cap top pier stud: the pier stud that bridge superstructure is used is supported in construction on the said underwater support table of construction molding, and treats that institute's pier stud of construct constructs after the completion, and said cylindrical double-walled steel bushing case is removed.
According to pier bearing platform construction in the main stem water of the described the Yellow River of claim 1 with double-walled steel cofferdam construction technology; It is characterized in that: when adopting hanging device to transfer the cylindrical double-walled steel bushing case described in the step 1 to predeterminated position gradually in the step 3, utilize the cofferdam construction platform of setting up in advance to transfer; Said cofferdam construction platform comprises assembly type buoyancy aid and a plurality of shift units that are laid in side around the said assembly type buoyancy aid and said assembly type buoyancy aid is shifted, and said shift unit all links to each other with said assembly type buoyancy aid through anchor cable; Said assembly type buoyancy aid is for being made up of with the multiple tracks buoyancy aid spandrel girder of setting up in said horizontal bearing mechanism (7-1) horizontal bearing mechanism; Said horizontal bearing mechanism comprises two ship buoyancy aids and two vertical tie-beams (7-2) that are parallel laying that are horizontal laying; Two said ship buoyancy aids are fastenedly connected through two vertical tie-beams (7-2) and are one; The front and back end of said vertical tie-beam (7-2) is separately fixed on two said ship buoyancy aids, and the said buoyancy aid spandrel girder of multiple tracks (7-1) all is parallel laying with vertical tie-beam (7-2); Two said ship buoyancy aids and two vertical tie-beams (7-2) are formed rectangle frame posture load carrier; Said rectangle frame posture load carrier middle part is left and is supplied the passage of transferring that said cylindrical double-walled steel bushing case transfers; All greater than the external diameter of exterior panel (2), the said buoyancy aid spandrel girder of multiple tracks (7-1) is formed the support platform that is used to support said cylindrical double-walled steel bushing case for spacing between two said ship buoyancy aid inside walls and the spacing between two vertical tie-beams (7-2) inside wall; The said ship buoyancy aid floatation type support platform that many ships (7-3) connect to form of serving as reasons.
According to pier bearing platform construction in the main stem water of the described the Yellow River of claim 2 with double-walled steel cofferdam construction technology; It is characterized in that: the cylindrical double-walled steel bushing case described in the step 1 is assemblied to form by a plurality of double-walled steel bushing case sections from bottom to up successively; When adopting hanging device to transfer the cylindrical double-walled steel bushing case described in the step 1 to predeterminated position gradually in the step 3, from the bottom to top a plurality of said double-walled steel bushing case sections are transferred one by one; And when from the bottom to top a plurality of said double-walled steel bushing case sections being transferred one by one, it is transferred process and may further comprise the steps:
301, bottom steel casing sections hangs and send and transfer: adopt hanging device will be positioned at said cylindrical double-walled steel bushing case bottom earlier and the bottom steel casing sections (12) that has a sword pin (6) hangs and delivers on the said cofferdam construction platform, and make said bottom steel casing sections (12) be in the said passage top of transferring; Adopt hanging device that the bottom steel casing sections (12) that is transferred on the cofferdam construction platform this moment is sling again, and said bottom steel casing sections (12) is hung buoyancy aid spandrel girder (7-1); Afterwards, multiple tracks buoyancy aid spandrel girder (7-1) is got on divided by opening the said passage of transferring from said horizontal bearing mechanism, through the said passage of transferring bottom steel casing sections (12) is transferred again;
302, next double-walled steel bushing case sections hangs and send and transfer: the next double-walled steel bushing case sections that adopts hanging device to transfer earlier, hang and send and splice the double-walled steel bushing case sections top of having transferred completion at this moment; Adopt hanging device again, the double-walled steel bushing case sections of being transferred in this step is transferred together with the double-walled steel bushing case sections of its underpart in the lump;
303, follow-up double-walled steel bushing case sections hangs and send and transfer: one or many repeating step 302; Process is sent and transferred to hanging of all double-walled steel bushing case sections in accomplishing said cylindrical double-walled steel bushing case, and said cylindrical double-walled steel bushing case is transferred to design attitude;
Pass through the said passage of transferring to after being transferred to double-walled steel bushing case sections on the cofferdam construction platform this moment and transferring described in the step 301; After the last double-walled steel bushing case sections that perhaps will transfer in the step 302 hangs and send and splice the double-walled steel bushing case sections top of having transferred completion at this moment; Also need with reference to measure in the step 2 cylindrical double-walled steel bushing case that setting-out goes out around the sideline, and adopt said shift unit the double-walled steel bushing case sections of having transferred completion under the current state to be moved to the design attitude place of said cylindrical double-walled steel bushing case.
According to pier bearing platform construction in claim 2 or the 3 described the Yellow River main stem water with double-walled steel cofferdam construction technology; It is characterized in that: the mechanism of horizontal bearing described in the step 3 is provided with in the process of transferring the tackling system that is used with said hanging device and said double-walled steel bushing case sections is lifted by crane, and said tackling system and said hanging device are formed and transferred place system under the lifting of in the process said double-walled steel bushing case sections being lifted by crane; Said tackling system comprises portal frame and a plurality of lift-up device that is laid in the horizontal bearing mechanism; The both sides up and down of said lift-up device are respectively arranged with lifting spandrel girder (10-1) and lifting shoulder pole girder (10-2); Said portal frame be erected at the double-walled steel bushing case sections that lifts top; A plurality of said lift-up device all are laid on the said portal frame, and a plurality of said lift-up device along the circumferential direction be laid in the double-walled steel bushing case sections that lifts top; Said lifting spandrel girder (10-1) and lifting shoulder pole girder (10-2) all are level to laying, and lifting spandrel girder (10-1) all the quantity with said lift-up device is identical with the quantity of lifting by crane shoulder pole girder (10-2); Said hanging device and lift and be fastenedly connected hanging muscle (10-3) through many between the double-walled steel bushing case sections; The said logarithm that hangs muscle (10-3) is identical with the quantity of said lift-up device, and how corresponding one by one with the installation position of a plurality of said lift-up device to the said installation position that hangs muscle (10-3); Correspondence is provided with and is used for many groups fixture that muscle (10-3) is fixedly hung in colligation on the sidewall of said double-walled steel bushing case sections, and the group number of said fixture is identical with the said logarithm that hangs muscle (10-3); The said muscle (10-3) that hangs from top to bottom is fixed on the said fixture after passing with lifting spandrel girder (10-1) from lifting by crane shoulder pole girder (10-2), and lifting shoulder pole girder (10-2) and lifting spandrel girder (10-1) upward correspondence are provided with confession and hang the through hole that muscle (10-3) passes.
According to pier bearing platform construction in the main stem water of the described the Yellow River of claim 3 with double-walled steel cofferdam construction technology; It is characterized in that: transfer in the process one by one to a plurality of said double-walled steel bushing case sections from the bottom to top described in the step 3; Real-time monitored is carried out in the position of transferring of counter blade pin (6); And before sword pin (6) the riverbed; Be employed on the said double-walled steel bushing case sections method of adding counterweight and transfer, when current double-walled steel bushing case sections of transferring sinks down into height such as assembly type buoyancy aid grade till; After sword pin (6) the riverbed, adopt in the fan-shaped compartment of said double-walled steel bushing case sections water filling and transfer, until said cylindrical double-walled steel bushing case is transferred to predeterminated position to carrying out the method that scarfing cinder combines in the said double-walled steel bushing case sections.
According to pier bearing platform construction in the main stem water of the described the Yellow River of claim 5 with double-walled steel cofferdam construction technology; It is characterized in that: described in the step 3 before sword pin (6) the riverbed; When being employed on the said double-walled steel bushing case sections method of adding counterweight and transferring; The even ana in a plurality of positions on said double-walled steel bushing case sections adds counterweight synchronously, to guarantee that transferring the steel bushing of double-walled described in process case sections is in plateau all the time; After sword pin (6) the riverbed; And adopt in the fan-shaped compartment of said double-walled steel bushing case sections water filling and transfer in the process carrying out the method that scarfing cinder combines in the said double-walled steel bushing case sections; Adopt the levelness monitoring instrument that the levelness at lifting double-walled steel bushing case sections top is monitored in real time; And according to monitoring result and adopt water level or all sides of counter blade pin (6) in each fan-shaped compartment of adjustment to carry out the method that scarfing cinder handles the levelness at lifting double-walled steel bushing case sections top is adjusted, transfer the steel bushing of double-walled described in process case sections with assurance and be in plateau all the time.
According to pier bearing platform construction in claim 2 or the 3 described the Yellow River main stem water with double-walled steel cofferdam construction technology; It is characterized in that: the shift unit described in the step 3 is the earth anchor (8-1) that is laid in said assembly type buoyancy aid week side, casts anchor (8-2) or ground cage (8-3); Correspondence is provided with a plurality of electric windlass (9) in the said horizontal bearing mechanism, and the quantity of said electric windlass (9) is identical with the quantity of said shift unit; And said hanging device is a crane barge waterborne.
According to pier bearing platform construction in the main stem water of the described the Yellow River of claim 3 with double-walled steel cofferdam construction technology; It is characterized in that: the double-walled steel bushing case sections described in the step 1 is assemblied to form by a plurality of double-walled steel bushing case assembly unit joints of along the circumferential direction laying; Before in the step 301 said bottom steel casing sections (12) being lifted and transfers; The a plurality of double-walled steel bushing case assembly unit joints that adopt hanging device will be assemblied to form said bottom steel casing sections (12) earlier lift respectively to said cofferdam construction platform; On said cofferdam construction platform, said bottom steel casing sections (12) is carried out assembly unit again, adopt hanging device that the bottom steel casing sections (12) that is assemblied to form is in the said passage top of transferring afterwards again; Before the next double-walled steel bushing case sections that adopts hanging device to transfer in the step 302 hangs and send; The double-walled steel bushing case sections that on the bank is lifted this moment earlier carries out assembly unit, adopts hanging device that the double-walled steel bushing case sections that is assemblied to form is moved on the said cofferdam construction platform afterwards again.
According to pier bearing platform construction in claim 1, the 2 or 3 described the Yellow River main stem water with double-walled steel cofferdam construction technology; It is characterized in that: when carrying out the concrete back cover in the step 4; Adopt the ring seal method that the back cover construction is carried out in the zone under water in the need construction underwater support table outside; And carry out in step 3, having transferred to the cylindrical double-walled steel bushing box top of predeterminated position earlier and having set up the back cover operation platform before the back cover construction; Actual carrying out back cover when construction, the bottom sealing method that adopts a plurality of vertical conduits to carry out underwater concreting carries out back cover.
According to pier bearing platform construction in claim 1, the 2 or 3 described the Yellow River main stem water with double-walled steel cofferdam construction technology; It is characterized in that: described in the step 6 draw water with the underwater excavation process in; Adopt the mode that draw water in limit from top to bottom or the underwater excavation limit is supported in installing; Support inner the installation in the multiple tracks of said cylindrical double-walled steel bushing case; And the quantity that supports in installing come surely according to said cylindrical double-walled steel bushing case inside residing particular location in the main stem of the Yellow River, far away more apart from the river course center line of the Yellow River main stem, the quantity that interior support is installed by institute is few more.
CN201110107171A 2011-04-27 2011-04-27 Construction process of double-wall steel cofferdam for construction of pier bearing platform in main river water of Yellow River Active CN102251530B (en)

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