CN107761752B - A kind of steel cofferdam sinks and anchoring process - Google Patents

Abstract

Sink the invention discloses a kind of steel cofferdam and anchoring process, constructed steel cofferdam are the cube steel jacket box constructed to underwater support table, underwater support table is supported by root drilled pile；When steel cofferdam is constructed and anchored, process is as follows: Step 1: steel cofferdam coxopodite is assembled；Step 2: steel cofferdam coxopodite is transferred；Step 3: steel cofferdam coxopodite sinks；Step 4: upper cofferdam segment installation and sinking；Step 5: one or many repeat step 4, until steel cofferdam sinks in place；Step 6: steel pile casting is installed；Step 7: cofferdam back cover is constructed；Step 8: cofferdam anchors: being anchored using prestress anchoraging device to steel cofferdam.Steel cofferdam is fastenedly connected with drilled pile pile body using four prestress anchoraging devices for being laid in respectively on steel cofferdam apex angle in place and is integrated by the present invention, it is anchored in steel cofferdam on drilled pile pile body, it can effectively prevent steel cofferdam floating, and can increase the factor of safety against overturning of steel cofferdam.

Description

A kind of steel cofferdam sinks and anchoring process

Technical field

The invention belongs to steel cofferdam technical field of construction, more particularly, to a kind of sinking of steel cofferdam and anchoring process.

Background technique

Steel cofferdam is the water-retaining structure of bearing platform construction, is usually both needed to using steel cofferdam, usually in bridge deepwater foundation construction The cofferdam used can be divided into two kinds of single wall formula cofferdam and double-walled cofferdam by structure.Use Double-Wall Steel Boxed Cofferdam institute's construction bearing platform for water Middle pier cushion cap, pier cushion cap is supported by more drilled piles in water, and drilled pile is the pile foundation of cushion cap, drilled pile, cushion cap and position Pier forms bridge deepwater foundation in the water on cushion cap.According to the construction operating condition of Double-Wall Steel Boxed Cofferdam deep water foundation, there are two the stages For the least favorable stage: first is that after steel cofferdam back cover during drilled pile construction, since pile foundation is not finished into, pile foundation and back cover are mixed Stable anchorage structure has not yet been formed in solidifying soil, and when encountering extraodinary flood, unfavorable factor is more, and steel cofferdam is in the hole；Second is that In bearing platform construction, water is drained in steel cofferdam, and it is maximum to bear buoyancy for steel cofferdam at this time, due to steel cofferdam bottom concrete quality and Bottom concrete and drilled pile pile body anchoring quality are keys, and when especially encountering extraodinary flood, buoyancy increases, and there are steel cofferdams to incline The danger covered.Thus, flood is crossed to guarantee that double-wall steel encloses safety, in addition to the conventional structure design and construction technical side according to steel cofferdam Method cross outside flood, also needs to add special steel cofferdam anchor, increase steel cofferdam flood control, flood control, the safe of overturn-preventing are Number, it is ensured that construction safety.

Summary of the invention

In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that under providing a kind of steel cofferdam Heavy and anchoring process, construction method is easy, is laid in prestressing force on steel cofferdam apex angle in place respectively using four Steel cofferdam is fastenedly connected with drilled pile pile body and is integrated by anchor, is anchored in steel cofferdam on drilled pile pile body, can be effective It prevents steel cofferdam from floating, and can increase the factor of safety against overturning of steel cofferdam.

In order to solve the above technical problems, the technical solution adopted by the present invention is that: a kind of steel cofferdam sinks and anchoring process, Be characterized in that: constructed steel cofferdam is the cube steel jacket box constructed to underwater support table, the cross of the cube steel jacket box Section is rectangle, and the cube steel jacket box is divided into multiple cofferdam segments being arranged vertically from the bottom to top, described cube The cofferdam segment for being located at bottommost in body steel jacket box is steel cofferdam coxopodite；The underwater support table is to be carried out by N root drilled pile The reinforced concrete pile cap of support, the drilled pile are the reinforced concrete below the underwater support table and being arranged vertically Native stake；Wherein, N is positive integer and N >=4；

When steel cofferdam is constructed and anchored, process is as follows:

Step 1: steel cofferdam coxopodite is assembled: four cofferdam sidings of steel cofferdam coxopodite will be formed using welding equipment Equal assembly is integrated, and obtains assembled molding steel cofferdam coxopodite；

Step 2: steel cofferdam coxopodite is transferred: being moved to steel cofferdam coxopodite described in step 1 in advance using transfer device At the construction location for the steel cofferdam measured；

Step 3: steel cofferdam coxopodite sinks: sinking to steel cofferdam coxopodite in place mobile in step 2；

Step 4: upper cofferdam segment installation and sinking: will first be enclosed described in the installation of a upper need using hanging device Weir segment, which is hung, to be sent to the cofferdam segment currently to have sunk in place, and will be hung using welding equipment and cofferdam segment is sent to seal It is welded on and has currently sunk on the cofferdam segment in place, then to hanging all cofferdam sending cofferdam segment and being disposed below Segment synchronizes, and completes installation and the sinking watching of upper cofferdam segment；

Step 5: one or many repeat step 4, until completing to be located in steel cofferdam all above steel cofferdam coxopodite The installation of cofferdam segment and sinking watching, the steel cofferdam sinks down into design position at this time, completes the sinking watching of steel cofferdam；

Step 6: steel pile casting is installed: according to conventional steel pile casting installation method, being carried out to steel pile casting used in construction drill stake Decentralization, and the steel pile casting of decentralization in place is fixed；The quantity of installed steel pile casting be it is N number of, N number of steel pile casting is respectively positioned on In steel cofferdam, the installation position of N number of steel pile casting is corresponded with the installation position of drilled pile described in N root respectively；

Step 7: cofferdam back cover is constructed: carrying out concrete sealing bottom, back cover to the steel cofferdam bottom to sink in step 5 in place The elevation of top of formed concrete sealing bottom layer is consistent with the elevation of bottom of the underwater support table afterwards；

Step 8: cofferdam anchors: being anchored using prestress anchoraging device to steel cofferdam；

The prestress anchoraging device includes that four structures are identical and to the prestress anchoraging mechanism that steel cofferdam is anchored, The prestress anchoraging mechanism is provided on four apex angles of the steel cofferdam；Each prestress anchoraging mechanism is equal Prestressing force including the back-pressure beam being laid on steel cofferdam apex angle together and drawknot between back-pressure beam and a drilled pile Reinforcing bar, the back-pressure beam are respectively supported on the two neighboring side wall of steel cofferdam in horizontal layout and its both ends；The prestressing force The upper end of reinforcing bar is anchored on back-pressure beam；

When being anchored using prestress anchoraging device to steel cofferdam, comprising the following steps:

Step 801, anchor pile screening: 4 drilled piles are selected from drilled pile described in N root as anchor pile；The anchoring Stake is the anchor pile 17-1 anchored to deformed bar lower end, and 4 anchor piles are located at four tops of steel cofferdam On the inside of angle；

The every anchor pile anchors the deformed bar lower end of a prestress anchoraging mechanism；

Step 802, the construction of prestress anchoraging mechanism: constructing respectively to four prestress anchoraging mechanisms, and four The construction method of the prestress anchoraging mechanism is all the same；

When any one described prestress anchoraging mechanism is constructed and anchored, process is as follows:

Step 8021, anchoring pile driving construction and deformed bar lower end are embedded: routinely in water drilled pile construction method, it is right The anchor pile that the deformed bar lower end of current constructed prestress anchoraging mechanism is anchored is constructed；Also, In the anchor pile work progress, deformed bar lower end is embedded in the anchor pile；

Step 8022, back-pressure beam are laid: the back-pressure beam horizontal layout of current constructed prestress anchoraging mechanism is enclosed in steel On the apex angle on weir, and deformed bar upper end described in step 8021 is anchored on back-pressure beam；

Step 8023, prestressed, reinforced tensioning: according to conventional rebar pre-stress stretching method, to pre- described in step 8022 Stress reinforcing bar carries out tensioning；After the completion of tensioning, the work progress of prestress anchoraging mechanism is completed；

After the completion of four prestress anchoraging mechanisms construct, the anchoring procedure of steel cofferdam is completed.

A kind of above-mentioned steel cofferdam sinks and anchoring process, it is characterized in that: when step 8022 carries out the laying of back-pressure beam, to step After the concrete strength of pile of anchor pile described in 8021 reaches 85% of design strength or more, then by back-pressure beam horizontal layout in On the apex angle of steel cofferdam.

A kind of above-mentioned steel cofferdam sinks and anchoring process, it is characterized in that: in step 8023 when prestressed, reinforced tensioning, it is described Deformed bar lower end is fixing end, and the deformed bar upper end is stretching end, using tensioning equipment from deformed bar End carries out tensioning, and stretching control force is 400kN~600kN.

A kind of above-mentioned steel cofferdam sinks and anchoring process, it is characterized in that: deformed bar described in step 8023 is in vertical To laying, the deformed bar is anchored in the anchor pile top；

It is anchoring section that the deformed bar bottom, which is embedded in the segment in drilled pile, and the length of the anchoring section is not less than 5m。

A kind of above-mentioned steel cofferdam sinks and anchoring process, it is characterized in that: to four prestress anchoraging machines in step 802 When structure is constructed respectively, four prestress anchoraging mechanisms are synchronized and are constructed；

The quantity of included deformed bar is multiple tracks, prestressing force described in multiple tracks in each prestress anchoraging mechanism The lower end of reinforcing bar is anchored in drilled pile described in same root；Prestress steel described in multiple tracks in each prestress anchoraging mechanism Muscle is laid along the length direction of back-pressure beam from front to back, prestressing force described in multiple tracks in each prestress anchoraging mechanism Reinforcing bar is laid on same vertical plane with back-pressure beam.

A kind of above-mentioned steel cofferdam sinks and anchoring process, it is characterized in that: deformed bar described in step 8 is finish rolling spiral shell Line reinforcing bar；

The anchoring section bottom end is provided with lower bolster and lower locking nut, and the lower locking nut is located under the lower bolster Side, the lower bolster and lower locking nut are embedded in drilled pile in advance；

The through-hole passed through for deformed bar is offered on the back-pressure beam, the deformed bar upper end is provided with locking Tight nut, the upper locking nut are located above back-pressure beam.

A kind of above-mentioned steel cofferdam sinks and anchoring process, it is characterized in that: four prestress anchoraging mechanisms in step 8 The front left side anchoring mechanism that is respectively laid on the steel cofferdam front left side apex angle is laid in the steel cofferdam left rear side apex angle On left rear side anchoring mechanism, the forward right side anchoring mechanism that is laid on the steel cofferdam forward right side apex angle and be laid in the steel Right lateral side anchoring mechanism on the right lateral side apex angle of cofferdam, the front left side anchoring mechanism and the forward right side anchoring mechanism are in left and right Symmetrical to lay, the right lateral side anchoring mechanism on the left rear side anchoring mechanism and the steel cofferdam right lateral side apex angle is symmetrical It lays, the front left side anchoring mechanism is symmetrically laid with the left rear side anchoring mechanism in front and back；

Angle between the back-pressure beam and four side walls of the steel cofferdam is 45 °.

A kind of above-mentioned steel cofferdam sinks and anchoring process, it is characterized in that: the cube steel jacket box be divided into from the bottom to top it is more A cofferdam segment being arranged vertically, the cofferdam segment that bottommost is located in the cube steel jacket box is steel cofferdam bottom Section；The steel cofferdam coxopodite is supported on rocky bed, and the steel cofferdam coxopodite is assembled by four cofferdam sidings, and four The cofferdam siding is arranged vertically and its structure is all the same, and the height of four cofferdam sidings is all the same and its bottom Equal flush；

Hanging siding processing structure is arranged at the hanging siding section bottom of the steel cofferdam coxopodite, and the hanging siding section is described The hanging siding segment in bottom in the siding of cofferdam, it is hanging described in the quantity and steel cofferdam coxopodite of the hanging siding processing structure The quantity of siding segment is identical；

Each hanging siding Duan Jun is divided into multiple hanging wall plate segments from front to back, and the hanging wall plate segment is square Shape；Each hanging siding processing structure include multiple contour lines along the hanging siding section lay from front to back it is outstanding Empty siding segment processing structure, each hanging wall plate segment processing structure are laid in the hanging wall plate segment On；

The hanging wall plate segment processing structure is board plug type processing structure or special-shaped block and plate combined type processing structure； The board plug type processing structure includes multiple the first plates for being laid in the hanging wall plate segment bottom outside from front to back, more A first plate is arranged vertically, and the bottom of each first plate is inserted to rocky bed；It is described different Shape block and plate combined type processing structure include be connected to hanging wall plate segment bottom special-shaped block and it is multiple from front to back The second plate being laid on the outside of special-shaped block, multiple second plates are arranged vertically, each second plate Bottom is inserted to rocky bed, and the special-shaped block is to be laid in immediately below the hanging wall plate segment and be arranged vertically Plugging plate, the lateral wall flush of the lateral wall of the plugging plate and its connect hanging wall plate segment, the plugging plate Cross-sectional structure and size are identical as the cross-sectional structure of its connected hanging wall plate segment and size；First plate and Second plate is embedded steel board, and the embedded steel board is elongate steel plate；

All embedded steel boards of each hanging siding processing structure are respectively positioned on same vertical plane, each embedded steel board It is laid with the hanging wall plate segment that it is laid in parallel, all embedded steel boards in each hanging siding processing structure are equal Outside-supporting barrier is formed, the outside-supporting barrier is arranged vertically；Bottom is provided on the inside of the outside-supporting barrier Portion's plugging structure, the bottom plugging structure are the plugging structure blocked to the outside-supporting barrier, the bottom envelope Bridging structure is between steel cofferdam ontology and rocky bed；

When carrying out the assembly of steel cofferdam coxopodite in step 1, all special-shaped blocks that need to be connected are weldingly fixed on steel cofferdam bottom Bottom is saved, the steel cofferdam coxopodite of assembled molding and bottom belt special-shaped block is obtained；

Before carrying out steel pile casting installation after steel cofferdam described in step 5 sinks in place and in step 6, also need steel cofferdam All embedded steel boards of installation are needed to be inserted into step 5 to sink in place and on the steel cofferdam coxopodite of bottom belt special-shaped block on coxopodite, And it is supported in each embedded steel board bottom on rocky bed, obtain the outside-supporting barrier of construction molding；Again described outer The construction bottom plugging structure, carries out the outside-supporting barrier by the bottom plugging structure on the inside of collateral support barrier It blocks.

A kind of above-mentioned steel cofferdam sinks and anchoring process, it is characterized in that: bottom is supported in rock river in the cofferdam siding Siding segment on bed is bottom supporting walls plate segment, and the bottom of the bottom supporting walls plate segment has blade foot, the bottom It is blocked between supporting walls plate segment bottom and rocky bed by blade foot, the thickness of the blade foot from top to bottom gradually contracts It is small；

The hanging wall plate segment is low hanging wall plate segment or high hanging siding segment, is laid in the low hanging siding The hanging siding processing structure on segment is the board plug type processing structure, is laid on the high hanging siding segment The hanging siding processing structure is the special-shaped block and plate combined type processing structure；

The type of each hanging wall plate segment is all in accordance with the hanging wall plate segment bottom and the rock immediately below it Vertical distance between stone river bed is judged: at any position of hanging wall plate segment bottom and immediately below it For vertical distance between rocky bed no more than H1max, the hanging wall plate segment is the low hanging wall plate segment；It is no Then, the hanging wall plate segment is the high hanging siding segment；Wherein, H1max=180cm~220cm；

Vertical distance at any position of the plugging plate bottom between the rocky bed immediately below it is little In H2max；Wherein, H2max=250cm~350cm.

A kind of above-mentioned steel cofferdam sinks and anchoring process, it is characterized in that: the plugging plate and outside are laid with the first plate The hanging wall plate segment be that plate lays plate, the plate lay be provided with from front to back on plate it is multiple respectively for described The pick-and-place components of embedded steel board inserting, the pick-and-place components are arranged vertically；Each pick-and-place components include being located at the plate cloth If the structure of the lower slot of plate bottom outside and the upper slot right above the lower slot, the upper slot and lower slot and Size is all the same and both for concave shape plugboard trough, and the concave shape plugboard trough is fixed on the lateral wall that the plate lays plate On；

The bottom plugging structure includes sandbag plugging structure and the splash guard mated formation on the inside of the sandbag plugging structure； The sandbag plugging structure includes the vertical block wall that multiple gaps between the two neighboring embedded steel board are blocked, institute It states vertical block wall to be supported between the plate laying plate and rocky bed, arbitrary neighborhood two in the outside-supporting barrier It is blocked by a vertical block wall between the embedded steel board；The splash guard bottom is laid in inserts positioned at described Plate is laid on the rocky bed below plate, and the plate is fixed at the top of the splash guard and is laid on plate；The vertical block wall For the block wall being piled into from the bottom to top by multiple sandbags.

Compared with the prior art, the present invention has the following advantages:

1, method and step is simple, easy construction and construction efficiency are high, and the manpower and material resources of investment are few.

2, use the simple structure and reasonable design of hanging siding processing structure and processing and fabricating easy, input cost compared with Low, the hanging siding processing structure easy construction and construction efficiency are high, and the manpower and material resources of investment are few.

3, used hanging siding processing structure using effect is good and practical value is high, can effectively solve steel cofferdam bottom Hanging problem, by using board plug type processing structure or special-shaped block and plate combined type processing structure in hanging wall plate segment bottom It successfully solves the problems, such as the hanging of steel cofferdam bottom, and is carried out under water using bottom plugging structure (i.e. anchor bar of waterproof plate in tunnels and sandbag) It blocks, has saved construction cost, accelerated construction speed.Thus, hanging siding processing structure can reduce excavation of foundation pit side to the greatest extent Amount, steel cofferdam bottom can effectively adaptation to the ground change, optimize to steel cofferdam structure, successfully solve steel cofferdam bottom Hanging problem, has saved construction cost, accelerates construction speed.Using hanging siding processing structure to the hanging siding section of steel cofferdam Section bottom is effectively treated, which adapts to the topography variation in riverbed, and combines bottom plugging structure It is blocked under water, can solve the hanging problem in steel cofferdam bottom.

4, used transportation by driving apparatus structure is simple, design is reasonable and processing and fabricating is easy, and input cost is low, and shifts It is convenient, steel cofferdam coxopodite simply, easily and quickly can be transferred at design position (i.e. construction area), transportation by driving device warp Practical and construction efficiency of helping is high, using effect is good, saving of work and time, using floating platform to the steel cofferdam coxopodite floated on the water surface It is limited, and the shift unit by connecting with floating platform drives floating platform and steel cofferdam coxopodite to synchronize translation, Floating platform is oriented to steel cofferdam coxopodite during floating clouds, steel cofferdam coxopodite easy, quickly can be transferred to construction area, It can effectively solve existing construction when transporting during pier cushion cap double-wall steel cofferdam construction to steel cofferdam coxopodite in existing water Number of drawbacks and the deficiencies such as the period is longer, working procedure is cumbersome, investment manpower and material resources are larger.

5, used transportation by driving device limits the steel cofferdam coxopodite floated on the water surface using floating platform, and leads to Crossing the shift unit connecting with floating platform drives floating platform and steel cofferdam coxopodite to synchronize translation, transportation by driving during transportation by driving Platform is oriented to steel cofferdam coxopodite, steel cofferdam coxopodite easy, quickly can be transferred to construction area.To steel cofferdam coxopodite into During row transfer, steel cofferdam coxopodite is in floating state, thus can the steel cofferdam coxopodite to bottom belt special-shaped block transport, And it is easy, quick to transport process.

6, used prestress anchoraging apparatus structure is simple, design is reasonable and easy construction, and input cost is low, and should Prestress anchoraging device is easy to use, can simply, easily and quickly complete steel cofferdam anchoring procedure.

7, used prestress anchoraging device is economical and practical and using effect is good, is laid in steel cofferdam respectively using four Steel cofferdam is fastenedly connected by the prestress anchoraging mechanism on apex angle with drilled pile pile body to be integrated, and steel cofferdam is made to be anchored in drilled pile On pile body, steel cofferdam floating can effectively prevent, and can increase the factor of safety against overturning of steel cofferdam, it is ensured that flood season construction safety. Each prestress anchoraging device is by the back-pressure beam and drawknot being laid on steel cofferdam apex angle together described in the back-pressure beam and one Deformed bar composition between drilled pile, the anchoring lower ends of deformed bar are anchored in back-pressure beam in drilled pile and the upper end On, it is controlled by prestressed reinforcement of tensioning and to the stretching control force of deformed bar, it can be easy to deformed bar Anchor force is regulated and controled, and realizes that steel cofferdam and drilled pile pile body anchor the purpose being integrated.Steel is laid in respectively by four to enclose Prestress anchoraging mechanism on weir crest angle, can be further ensured that anchoring effect, by steel cofferdam and drilled pile pile body be fastenedly connected for One, is anchored in steel cofferdam on drilled pile pile body, can effectively prevent steel cofferdam floating, and can increase the antidumping peace of steel cofferdam Overall coefficient, it is ensured that flood season construction safety.

Below by drawings and examples, technical scheme of the present invention will be described in further detail.

Detailed description of the invention

Fig. 1 is method flow block diagram of the invention.

Fig. 1-1 is the structural schematic diagram of steel cofferdam of the present invention.

Fig. 2 is the planar structure schematic diagram of the hanging siding processing structure of the present invention.

Fig. 3 is the use state of bottom plugging structure of the present invention with reference to figure.

Fig. 4 is the schematic view of facade structure of the hanging siding processing structure in present invention right side.

Fig. 5 is the schematic view of facade structure of the hanging siding processing structure of present invention rear side.

Fig. 6 is the structural schematic diagram of supporting walls plate segment in bottom of the present invention.

Fig. 7 is the inserting status diagram of I-steel of the present invention and concave shape plugboard trough.

Fig. 8 is the use state of transportation by driving device of the present invention with reference to figure.

Fig. 9 is the use state of prestress anchoraging device of the present invention with reference to figure.

Figure 10 is the layout position illustration of back-pressure beam and deformed bar in prestress anchoraging mechanism of the present invention.

Figure 11 is the layout position illustration of steel cofferdam internal drilling stake of the present invention.

Description of symbols:

1-steel cofferdam coxopodite；1-1-inside panel；1-2-exterior panel；

1-3-sub-truss；1-4-steel cofferdam；2-the first plate；

3-special-shaped blocks；4-the second plate；5-rocky beds；

6-blade foots；7-concave shape plugboard troughs；7-1-steel pile casting；

8-vertical block walls；9-splash guards；10-sandbags；

11-concrete sealing bottom layers；12-skewed horizontal load parts；13-midfoot support parts；

14-I-steel；15-underwater foundation pits；16-2-transportation by driving ship；

The longitudinally connected beam of 16-3-；16-4-ship；16-5-windlass；

The oblique stiff girder of 16-6-；17-drilled piles；17-1-anchor pile；

18-prestress anchoraging mechanisms；19-back-pressure beams；20-deformed bars；

21-upper locking nuts.

Specific embodiment

A kind of steel cofferdam as shown in Figure 1 sinks and anchoring process, in conjunction with Fig. 1-1, Fig. 9 and Figure 10, constructed steel cofferdam 1-4 is the cube steel jacket box constructed to underwater support table, and the cross section of the cube steel jacket box is rectangle, described vertical Cube steel jacket box is divided into multiple cofferdam segments being arranged vertically from the bottom to top, is located at bottommost in the cube steel jacket box The cofferdam segment be steel cofferdam coxopodite 1；The underwater support table is to be held by the armored concrete that N root drilled pile 17 is supported Platform, the drilled pile 17 are the reinforced concrete pile below the underwater support table and being arranged vertically；Wherein, N is positive Integer and N >=4；

When steel cofferdam 1-4 is constructed and anchored, process is as follows:

Step 1: steel cofferdam coxopodite is assembled: four cofferdam sidings of steel cofferdam coxopodite 1 will be formed using welding equipment Equal assembly is integrated, and obtains assembled molding steel cofferdam coxopodite 1；

Step 2: steel cofferdam coxopodite is transferred: being moved to steel cofferdam coxopodite described in step 11 in advance using transfer device At the construction location of the steel cofferdam 1-4 measured；

Step 3: steel cofferdam coxopodite sinks: sinking to steel cofferdam coxopodite 1 in place mobile in step 2；

Step 4: upper cofferdam segment installation and sinking: will first be enclosed described in the installation of a upper need using hanging device Weir segment, which is hung, to be sent to the cofferdam segment currently to have sunk in place, and will be hung using welding equipment and cofferdam segment is sent to seal It is welded on and has currently sunk on the cofferdam segment in place, then to hanging all cofferdam sending cofferdam segment and being disposed below Segment synchronizes, and completes installation and the sinking watching of upper cofferdam segment；

Step 5: one or many repeat step 4, until completing to be located at 1 top of steel cofferdam coxopodite in steel cofferdam 1-4 The installation of all cofferdam segments and sinking watching, the steel cofferdam 1-4 sinks down into design position at this time, completes steel cofferdam 1-4's Sinking watching；

Step 6: steel pile casting is installed: according to conventional steel pile casting installation method, to steel pile casting 7- used in construction drill stake 17 1 is transferred, and the steel pile casting 7-1 of decentralization in place is fixed；The quantity of installed steel pile casting 7-1 be it is N number of, it is N number of described Steel pile casting 7-1 is respectively positioned in steel cofferdam 1-4, the installation position of N number of steel pile casting 7-1 respectively with drilled pile 17 described in N root Installation position corresponds；

Step 7: cofferdam back cover is constructed: concrete sealing bottom is carried out to the bottom steel cofferdam 1-4 to sink in step 5 in place, The elevation of top of formed concrete sealing bottom layer 11 is consistent with the elevation of bottom of the underwater support table after back cover；

Step 8: cofferdam anchors: being anchored using prestress anchoraging device to steel cofferdam 1-4；

As shown in Figure 9, Figure 10, the prestress anchoraging device is identical including four structures and carries out anchor to steel cofferdam 1-4 Solid prestress anchoraging mechanism 18, be provided with the prestress anchoraging mechanism on four apex angles of the steel cofferdam 1-4 18；Each prestress anchoraging mechanism 18 include the back-pressure beam 19 that is laid on steel cofferdam 1-4 apex angle together and drawknot in Deformed bar 20 between back-pressure beam 19 and a drilled pile 17, the back-pressure beam 19 is in horizontal layout and its both ends point It is not supported on the two neighboring side wall of steel cofferdam 1-4；The upper end of the deformed bar 20 is anchored on back-pressure beam 19；

When being anchored using prestress anchoraging device to steel cofferdam 1-4, comprising the following steps:

Step 801, anchor pile screening: 4 drilled piles 17 are selected from drilled pile 17 described in N root and are used as anchor pile 17-1； The anchor pile 17-1 is the anchor pile 17-1 anchored to 20 lower end of deformed bar, 4 anchor pile 17-1 difference On the inside of four apex angles of steel cofferdam 1-4；

The every anchor pile 17-1 carries out 20 lower end of deformed bar of a prestress anchoraging mechanism 18 Anchoring；

Step 802, the construction of prestress anchoraging mechanism: constructing respectively to four prestress anchoraging mechanisms 18, and four The construction method of a prestress anchoraging mechanism 18 is all the same；

When any one described prestress anchoraging mechanism 18 is constructed and anchored, process is as follows:

Step 8021, anchoring pile driving construction and deformed bar lower end are embedded: routinely in water drilled pile construction method, it is right The anchor pile 17-1 that 20 lower end of deformed bar of current constructed prestress anchoraging mechanism 18 is anchored constructs； Also, in the anchor pile 17-1 work progress, 20 lower end of deformed bar is embedded in the anchor pile 17-1；

Step 8022, back-pressure beam lay: by 19 horizontal layout of back-pressure beam of current constructed prestress anchoraging mechanism 18 in On the apex angle of steel cofferdam 1-4, and the upper end of deformed bar 20 described in step 8021 is anchored on back-pressure beam 19；

Step 8023, prestressed, reinforced tensioning: according to conventional rebar pre-stress stretching method, to pre- described in step 8022 Stress reinforcing bar 20 carries out tensioning；After the completion of tensioning, the work progress of prestress anchoraging mechanism 18 is completed；

After the completion of four prestress anchoraging mechanisms 18 construct, the anchoring procedure of steel cofferdam 1-4 is completed.

In the present embodiment, when step 8022 carries out the laying of back-pressure beam, the pile body to anchor pile 17-1 described in step 8021 After concrete strength reaches 85% of design strength or more, then by 19 horizontal layout of back-pressure beam on the apex angle of steel cofferdam 1-4.

In step 8023 when prestressed, reinforced tensioning, 20 lower end of deformed bar is fixing end, the prestress steel 20 upper end of muscle be stretching end, using tensioning equipment from 20 upper end of deformed bar carry out tensioning, stretching control force be 400kN~ 600kN。

In the present embodiment, stretching control force 500kN according to specific needs adjusts accordingly stretching control force. Wherein, which is the single stretching control force for also speaking approvingly of deformed bar 20.

In the present embodiment, deformed bar 20 described in step 8023 is arranged vertically, 20 anchor of deformed bar It is fixed in the top the anchor pile 17-1；

It is anchoring section that 20 bottom of deformed bar, which is embedded in the segment in drilled pile 17, and the length of the anchoring section is not Less than 5m.

In the present embodiment, when constructing respectively in step 802 to four prestress anchoraging mechanisms 18, described in four Prestress anchoraging mechanism 18, which synchronizes, to construct.

The quantity of included deformed bar 20 is multiple tracks in each prestress anchoraging mechanism 18, pre- described in multiple tracks The lower end of stress reinforcing bar 20 is anchored in drilled pile 17 described in same root.

In the present embodiment, deformed bar 20 described in multiple tracks is along back-pressure beam 19 in each prestress anchoraging mechanism 18 Length direction laid from front to back, in each prestress anchoraging mechanism 18 deformed bar 20 described in multiple tracks with Back-pressure beam 19 is laid on same vertical plane.

As shown in figure 11, the more drilled piles 17 divide multiple rows of multiple row to be laid.Wherein, internal anchoring prestress reinforcing bar 20 drilled pile 17 is anchor pile 17-1.

In the present embodiment, the quantity of the drilled pile 17 is 24, and 24 drilled piles 17 divide 4 rows 6 to arrange laying, and 24 drilled piles 17 are in uniformly distributed.

In the present embodiment, deformed bar 20 described in step 8 is finish rolling deformed bar.

The anchoring section bottom end is provided with lower bolster and lower locking nut, and the lower locking nut is located under the lower bolster Side, the lower bolster and lower locking nut are embedded in drilled pile 17 in advance；

The through-hole passed through for deformed bar 20,20 upper end of the deformed bar setting are offered on the back-pressure beam 19 There is upper locking nut 21, the upper locking nut 21 is located at 19 top of back-pressure beam.Also, the upper locking nut 21 is installed on instead In press beam 19.

In the present embodiment, the anchoring section bottom end is provided with lower bolster and lower locking nut, and the lower locking nut is located at Below the lower bolster, the lower bolster and lower locking nut are embedded in drilled pile 17 in advance.

As shown in figure 9, four prestress anchoraging mechanisms 18 are respectively that be laid in the steel cofferdam left front in step 8 Front left side anchoring mechanism on the apex angle of side, is laid in the left rear side anchoring mechanism being laid on the steel cofferdam left rear side apex angle Forward right side anchoring mechanism on the steel cofferdam forward right side apex angle and the right lateral side being laid on the steel cofferdam right lateral side apex angle Anchoring mechanism, the front left side anchoring mechanism and the symmetrical laying of forward right side anchoring mechanism, the left rear side anchoring The symmetrical laying of right lateral side anchoring mechanism in mechanism and the steel cofferdam right lateral side apex angle, the front left side anchoring mechanism It is symmetrically laid with the left rear side anchoring mechanism in front and back；

Angle between the back-pressure beam 19 and four side walls of the steel cofferdam is 45 °.

In the present embodiment, the back-pressure beam 19 is steel I-beam.

Also, the steel I-beam is spliced by twice in the parallel I-steel laid and be located in same level. When practice of construction, the back-pressure beam 19 can also use other types of fashioned iron.

In the present embodiment, the quantity of included deformed bar 20 is two in each prestress anchoraging mechanism 18 Road.

When practice of construction, according to specific needs, to included prestress steel in each prestress anchoraging mechanism 18 The installation position of the quantity of muscle 20 and each prestress anchoraging mechanism 18 adjusts accordingly respectively.

During practice of construction, after the decentralization in place of steel cofferdam 1, multiple steel pile castings 3 are lifted in place, then transfers 1 bottom of steel cofferdam in place carries out concrete sealing bottom, during carrying out filling concrete to anchor pile 17-1, buries prestress steel Muscle 20, and after the concrete strength of pile of anchor pile 17-1 reaches 85% or more of design strength, on the apex angle of steel cofferdam 1 Back-pressure beam 4 is arranged in (i.e. at the top of steel cofferdam), then prestressed reinforcement of tensioning 20, the stretching control force of single deformed bar 20 are 500kN increases the anchor force of 2000kN, so that steel cofferdam 1 and the pile body of drilled pile 17 be anchored in total in this way.

Due to using steel cofferdam 1 to pier cushion cap (hereinafter referred to as underwater support table) is constructed in water when, need first by steel cofferdam 1 On decentralization to riverbed.Since riverbed face is there are out-of-flatness, there is hanging phenomenon, makes leak stopping on the outside of cofferdam can not in 1 bottom of steel cofferdam Implement, brings extreme difficulties to the construction of cofferdam bottom concrete, directly affect whether steel cofferdam back cover succeeds.In addition, due to steel Underwater support table foundation pit locating for cofferdam 1 generallys use underwater drilling and blasting excavation method, and it is super that construction process requirement there must be ultra-deep Phenomenon is dug, leads to substrate out-of-flatness and there are rock unconsolidated formation, it is high to steel cofferdam leak stopping, concrete sealing bottom quality requirement.And it ties Close cushion cap bottom designed elevation, it usually needs the foundation pit that first Blasting Excavation is placed for steel cofferdam on riverbed face, if passing through intensification The Blasting Excavation depth of steel cofferdam bottom foundation pit is hanging come the bottom for solving the problems, such as steel cofferdam 1, and the total height of steel cofferdam 1 also needs phase It should increase, and excavation of foundation pit workload increases, and can greatly increase cost in this way, while construction period is longer.Thus, it need to be to steel The bottom structure in cofferdam 1 is accordingly improved, and hanging siding processing structure is specifically added.

As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4, Fig. 5 and Fig. 5, the cube steel jacket box is divided into multiple in vertical from the bottom to top To the cofferdam segment of laying, the cofferdam segment that bottommost is located in the cube steel jacket box is steel cofferdam coxopodite 1；It is described Steel cofferdam coxopodite 1 is supported on 5 on rocky bed, and the steel cofferdam coxopodite 1 is assembled by four cofferdam sidings, described in four Cofferdam siding is arranged vertically and its structure is all the same, and the height of four cofferdam sidings is all the same and its bottom is homogeneous Concordantly；

Hanging siding processing structure is arranged at the hanging siding section bottom of the steel cofferdam coxopodite 1, and the hanging siding section is institute The hanging siding segment in bottom in the siding of cofferdam is stated, described in the quantity and steel cofferdam coxopodite 1 of the hanging siding processing structure The quantity of hanging wall plate segment is identical；

Each hanging siding Duan Jun is divided into multiple hanging wall plate segments from front to back, and the hanging wall plate segment is square Shape；Each hanging siding processing structure include multiple contour lines along the hanging siding section lay from front to back it is outstanding Empty siding segment processing structure, each hanging wall plate segment processing structure are laid in the hanging wall plate segment On；

The hanging wall plate segment processing structure is board plug type processing structure or special-shaped block and plate combined type processing structure； The board plug type processing structure includes multiple the first plates 2 for being laid in the hanging wall plate segment bottom outside from front to back, Multiple first plates 2 are arranged vertically, and the bottom of each first plate 2 is inserted to rocky bed 5；Institute Stating special-shaped block and plate combined type processing structure includes being connected to the special-shaped block 3 of hanging wall plate segment bottom and multiple by preceding Second plate 4 in 3 outside of special-shaped block is laid in after, multiple second plates 4 are arranged vertically, and each described second The bottom of plate 4 is inserted to rocky bed 5, and the special-shaped block 3 is to be laid in immediately below the hanging wall plate segment and be in Vertically to the plugging plate of laying, the lateral wall flush of the lateral wall of the plugging plate and its connect hanging wall plate segment, institute Cross-sectional structure and the size for stating plugging plate are identical as the cross-sectional structure of its connected hanging wall plate segment and size；It is described First plate 2 and the second plate 4 are embedded steel board, and the embedded steel board is elongate steel plate；

All embedded steel boards of each hanging siding processing structure are respectively positioned on same vertical plane, each embedded steel board It is laid with the hanging wall plate segment that it is laid in parallel, all embedded steel boards in each hanging siding processing structure are equal Outside-supporting barrier is formed, the outside-supporting barrier is arranged vertically；Bottom is provided on the inside of the outside-supporting barrier Portion's plugging structure, the bottom plugging structure are the plugging structure blocked to the outside-supporting barrier, the bottom envelope Bridging structure is between steel cofferdam ontology 1 and rocky bed 5；

When carrying out the assembly of steel cofferdam coxopodite in step 1, all special-shaped blocks 3 that need to be connected are weldingly fixed on steel cofferdam 1 bottom of coxopodite obtains the steel cofferdam coxopodite 1 of assembled molding and bottom belt special-shaped block 3；

Before carrying out steel pile casting installation after steel cofferdam 1-4 described in step 5 sinks in place and in step 6, also need steel All embedded steel boards of installation are needed to be inserted into step 5 to sink in place and the steel cofferdam of bottom belt special-shaped block 3 on cofferdam coxopodite 1 It on coxopodite 1, and is supported in each embedded steel board bottom on rocky bed 5, obtains the outside-supporting barrier of construction molding；Again It constructs on the inside of the outside-supporting barrier bottom plugging structure, by the bottom plugging structure to the outside-supporting Barrier is blocked.

In the present embodiment, transfer device described in step 2 is transportation by driving device, different to bottom belt using the transportation by driving device The steel cofferdam coxopodite 1 of shape block 3 is transferred.

As shown in figure 8, the transportation by driving device includes flat to the transportation by driving of the progress transportation by driving of steel cofferdam coxopodite 1 floated on the water surface Platform and the shift unit for driving the floating platform and steel cofferdam coxopodite 1 to be translated, the shift unit and the transportation by driving are flat Platform connection；The floating platform includes two transportation by driving ship 16-2 symmetrically laid and two are in the longitudinally connected beam laid in parallel 16-3, two transportation by driving ship 16-2 are fastenedly connected by two longitudinally connected beam 16-3 and are integrated；Two transportation by drivings Ship 16-2 is laid along the length direction of steel cofferdam coxopodite 1 in parallel laying and the two, and two longitudinally connected beam 16-3 are equal With the perpendicular laying of transportation by driving ship 16-2, each transportation by driving ship 16-2 is connected from front to back by more ship 16-4 to be formed；Two Surrounded between a transportation by driving ship 16-2 and two longitudinally connected beam 16-3 during a transportation by driving to steel cofferdam coxopodite 1 into The rectangle limit channels of row limit, the steel cofferdam coxopodite 1 are located in the rectangle limit channels；

Before being moved using transportation by driving device to steel cofferdam coxopodite 1, first steel cofferdam coxopodite 1 is transferred using hanging device It in river water and floats on steel cofferdam coxopodite 1 on the water surface, then in the assembled floating platform in 1 outside of steel cofferdam coxopodite, then adopts Drive the floating platform and 1 synchronizing moving of steel cofferdam coxopodite to the construction position of constructed steel cofferdam 1-4 with the shift unit Set place.

In the present embodiment, the platform for lining is located in the phytal zone of river bank.

As shown in figure 8, the shift unit includes that four windlass 16-5 and four are cast anchor, each described in the present embodiment The rear and front end of transportation by driving ship 16-2 is separately installed with the windlass 16-5, and each windlass 16-5 passes through anchor cable and one A connection of casting anchor.

In actual use, the transportation by driving device can also use other types of waterborne movable device, only need that institute can be dragged It is mobile to state platform for lining.

In the present embodiment, the spacing between two transportation by driving ship 16-2 inner sidewalls is bigger than the length of steel cofferdam coxopodite 1 20cm~50cm, spacing between two longitudinally connected beam 16-3 inner sidewalls is 20cm bigger than the width of steel cofferdam coxopodite 1~ 50cm。

When actual processing, according to specific needs, to the spacing and two between two transportation by driving ship 16-2 inner sidewalls Spacing between a longitudinally connected beam 16-3 inner sidewall adjusts accordingly.

In the present embodiment, two longitudinally connected beam 16-3 are symmetrically arranged.

In the present embodiment, the structure snd size of the more ship 16-4 are all the same in each transportation by driving ship 16-2, more The ship 16-4 is laid on same straight line.

In the present embodiment, the both ends of the longitudinally connected beam 16-3 support respectively and are fixed on two transportation by driving ship 16-2 On.

In actual use, according to specific needs, to the both ends of longitudinally connected beam 16-3 in two transportation by driving ship 16-2 On fixation position adjust accordingly.

In the present embodiment, two transportation by driving ship 16-2 are located in same level, two longitudinally connected beam 16-3 In same level.

In the present embodiment, it is provided with together between each longitudinally connected beam 16-3 and two transportation by driving ship 16-2 Oblique stiff girder 16-6, the oblique stiff girder 16-6 are located on the outside of longitudinally connected beam 16-3.

Meanwhile the limiting device limited to steel cofferdam coxopodite 1 is also equipped on the floating platform, the limit dress It is set to the limit beam being installed on transportation by driving ship 16-2 and/or longitudinally connected beam 16-3, the limit being installed on transportation by driving ship 16-2 Position beam is laid along the length direction of steel cofferdam coxopodite 1, is installed on the limit beam on longitudinally connected beam 16-3 along steel cofferdam bottom The width direction of section 1 is laid, and the limit beam is located at 1 outside of steel cofferdam coxopodite.

In the present embodiment, the quantity that limit beam is installed on the floating platform is twice, each transportation by driving ship 16-2 On be mounted on together the limit beam.

In actual use, the quantity that limit beam is installed on the floating platform may be four, each transportation by driving It is mounted on the limit beam together on ship 16-2, is mounted on the limit together on each longitudinally connected beam 16-3 Beam.

In the present embodiment, four windlass 16-5 are electric windlass.

In actual use, assembly first is carried out to steel cofferdam coxopodite 1, and assembled in 1 outside of steel cofferdam coxopodite that assembly is completed The floating platform is located at steel cofferdam coxopodite 1 in the rectangle limit channels in the floating platform.

During practice of construction, to shift quickly, motor-driven boat can be first passed through and drive the floating platform and steel cofferdam bottom Section 1, which synchronizes, to be moved to construction area (i.e. in the constructed water of Double-Wall Steel Boxed Cofferdam at the pier position of pier), then (specific by the shift unit It is by adjusting four windlass) position of steel cofferdam coxopodite 1 is adjusted, keep steel cofferdam coxopodite 1 accurate in place.

When practice of construction, the rectangle limit channels can also be used as guiding when sinking to steel cofferdam coxopodite 1 Channel, thus it is economical and practical, and using effect is good.

Wherein, the rocky bed 5 refers to that riverbed is basement rock.

In the present embodiment, the structure of the special-shaped block 3 it is identical as the structure of the cofferdam siding, in particular to: it is described different Shape block 3 is identical with plate construction used by the cofferdam siding.But the shape of the special-shaped block 3 and the cofferdam siding It is different with size.

In the present embodiment, the quantity of the hanging siding section is two, and two hanging siding sections are divided into encloses positioned at steel The hanging siding section of the hanging siding section of rear side and right side in the rear side wall panel and right side wall panel of weir 1-4, wherein the hanging siding of rear side The structure of the hanging siding processing structure of section is detailed in Fig. 5, the structure of the hanging siding processing structure in right side of the hanging siding section in right side It is detailed in Fig. 4.

As shown in figure 3, the hanging wall plate segment that the plugging plate and outside are laid with the first plate 2 is plate cloth If plate, the bottom plugging structure includes sandbag plugging structure and the splash guard 9 mated formation on the inside of the sandbag plugging structure；Institute Stating sandbag plugging structure includes the vertical block wall 8 that multiple gaps between the two neighboring embedded steel board are blocked, institute It states vertical block wall 8 to be supported between the plate laying plate and rocky bed 5, arbitrary neighborhood two in the outside-supporting barrier It is blocked by a vertical block wall 8 between a embedded steel board；9 bottom of splash guard is laid in positioned at institute It states on the rocky bed 5 that plate is laid below plate, the plate is fixed at the top of the splash guard 9 and is laid on plate；It is described vertical Block wall 8 is the block wall being piled into from the bottom to top by multiple sandbags 10.

When practical progress bottom plugging structure construction, first construct to the sandbag plugging structure, then in construction molding The sandbag plugging structure on the inside of mat formation splash guard 9, complete the work progress of the bottom plugging structure.

In actual use, pass through the gap between the vertical block wall 8 embedded steel board adjacent thereto to special-shaped block 3 It is blocked.Also, the gap between the two neighboring hanging siding processing structure is carried out by the vertical block wall 8 It blocks.

The inner sidewall of the splash guard 9 and the sandbag plugging structure abuts.

In the present embodiment, lateral wall and the outside-supporting barrier of the vertical block wall 7 are abutted.

Constructed steel cofferdam 1 is single-wall steel cofferdam or Double-Wall Steel Boxed Cofferdam.The cofferdam siding of the single-wall steel cofferdam is single layer Plate.

In the present embodiment, constructed steel cofferdam 1 is Double-Wall Steel Boxed Cofferdam；

Each cofferdam segment is that four cofferdam sidings are spliced, and the cofferdam siding is the vertical siding； The vertical siding by inside panel 1-1, be laid in the outside of inside panel 1 and with inside panel 1 in the parallel exterior panel 1-2 and cloth laid Inner supporting structure between inside panel 1-1 and exterior panel 1-2 is assembled；

The structure of the plugging plate is identical as the structure of the vertical siding；

The hanging wall plate segment that the plugging plate and outside are laid with the first plate 2 is that plate lays plate, described Plate lays the bottom inside panel 1-1 and the bottom the exterior panel 1-2 flush of plate, and the vertical block wall 8 is supported in the plate It lays below the exterior panel 1-2 of plate.

In the present embodiment, as shown in Figure 1, the steel cofferdam 1 is Double-Wall Steel Boxed Cofferdam, the inside panel 1-1 and exterior panel 1-2 It is rectangle and both for vertical steel plate, the inner supporting structure is the branch being connected between inside panel 1-1 and exterior panel 1-2 Support truss 1-3.

Also, the Double-Wall Steel Boxed Cofferdam is double-walled steel jacket box.

In the present embodiment, the structure of plugging plate described in the Double-Wall Steel Boxed Cofferdam is identical as the structure of the cofferdam siding； Plate described in the Double-Wall Steel Boxed Cofferdam lays the bottom inside panel 1-1 and the bottom the exterior panel 1-2 flush of plate, the vertical envelope Wall 7 is supported in the plate and lays below the exterior panel 1-2 of plate.

In the present embodiment, as shown in fig. 6, bottom is supported in the siding segment on rocky bed 5 in the steel cofferdam coxopodite 1 For bottom supporting walls plate segment, the bottom supporting walls plate segment is rectangle and its bottom has blade foot 6, the bottom supporting walls It is blocked between plate segment bottom and rocky bed 5 by blade foot 6, the thickness of the blade foot 6 is from top to bottom gradually reduced.

It is sealed between the bottom inside panel 1-1 and the bottom exterior panel 1-2 by blade foot 6 in the bottom supporting walls plate segment It is stifled；

It is sealed between the bottom inside panel 1-1 and the bottom exterior panel 1-2 of the plate laying plate by horizontal plugging plate Stifled, the horizontal plugging plate is connected to the plate and lays between the bottom inside panel 1-1 and the bottom exterior panel 1-2 of plate.

The structure of the blade foot 6 is detailed in Fig. 6, and the bottom level of exterior panel 1-2 is lower than in the bottom supporting walls plate segment The bottom level of inside panel 1-1 is led between the bottom exterior panel 1-2 and the bottom inside panel 1-1 in the bottom supporting walls plate segment It crosses toe board panel to be connected as one, and in the bottom supporting walls plate segment between the bottom exterior panel 1-2 and the bottom inside panel 1-1 It is blocked by the toe board panel.Toe board panel described in the bottom supporting walls plate segment and the bottom exterior panel 1-2 section Section forms the blade foot 6.

The bottom of exterior panel 1-2 and exterior panel 1-2 in the hanging wall plate segment in the bottom supporting walls plate segment Bottom flush.

Siding segment in the cofferdam siding is divided into the bottom supporting walls plate segment and the hanging wall plate segment two Seed type, wherein blocked between the bottom supporting walls plate segment bottom and rocky bed 5 by blade foot 6, it is described hanging It is blocked between siding segment and rocky bed 5 by the bottom plugging structure.In this way, by constructed steel cofferdam in water When cushion cap is constructed, by steel cofferdam decentralization in place and by the hanging wall plate segment processing structure and the bottom plugging structure It after the completion of constructing, has completed tightly to block between constructed steel cofferdam and rocky bed 5, directly progress cofferdam back cover construction , specifically constructed steel cofferdam bottom carry out concrete sealing bottom, and after back cover formed concrete sealing bottom layer 11 top Absolute altitude is consistent with the elevation of bottom of the underwater support table.

Before reality transfers steel cofferdam 1, the elevation of bottom according to horizontal cushion cap is also needed, judging whether need to be to rock Riverbed 5 is excavated downwards, and when needing to be excavated downwards, is excavated using blasting digging method, formed after excavation The underwater foundation pit 15 placed for steel cofferdam 1.The bottom supporting walls plate segment bottom is supported in 15 bottom of underwater foundation pit.

In the present embodiment, the width and plate thickness of multiple first plates 2 in the board plug type processing structure are all the same, Multiple first plates 2 are in uniformly distributed, and the spacing between two neighboring first plate 2 is no more than the first plate 2 Width；

The width and plate thickness of the special-shaped block and second plates 4 multiple in plate combined type processing structure are all the same, Multiple second plates 4 are in uniformly distributed, and the spacing between two neighboring second plate 4 is no more than the second plate 4 Width.

For processing and fabricating and installation, easy construction, the width and plate thickness of first plate 2 and the second plate 4 are all the same, All embedded steel boards are in uniformly distributed in each hanging siding processing structure.

In the present embodiment, the hanging wall plate segment is low hanging wall plate segment or high hanging siding segment, is laid in institute Stating the hanging siding processing structure on low hanging wall plate segment is the board plug type processing structure, is laid in described high hanging The hanging siding processing structure on siding segment is the special-shaped block and plate combined type processing structure；

The type of each hanging wall plate segment is all in accordance with the hanging wall plate segment bottom and the rock immediately below it Vertical distance between stone river bed 5 is judged: at any position of hanging wall plate segment bottom and immediately below its Rocky bed 5 between vertical distance no more than H1max, the hanging wall plate segment is the low hanging wall plate segment； Otherwise, the hanging wall plate segment is the high hanging siding segment；Wherein, H1max=180cm~220cm.That is, The segmental length for being located at below the high hanging siding segment (or 1 lower section of steel cofferdam ontology) in first plate 2 is not more than H1max。

In the present embodiment, H1max=200cm.

Thus, any value of the H1max between 180cm~220cm.It is according to specific needs, right when practice of construction The value of H1max adjusts accordingly.

Vertical distance between rocky bed 5 at any position of the plugging plate bottom and immediately below it is little In H2max；Wherein, H2max=250cm~350cm.That is, being located at below the plugging plate in second plate 4 Segmental length is not more than H2max.

In the present embodiment, H2max=300cm.Thus, any value of the H2max between 250cm~350cm.Actually apply Working hour according to specific needs adjusts accordingly the value of H2max.

In the present embodiment, as shown in fig. 7, the embedded steel board be I-steel 14, the web of the I-steel 14 with laid The lateral wall of hanging wall plate segment is laid in parallel.

Plate is used as using I-steel 14, support strength can be effectively ensured, and processing and fabricating is easy.The I-steel 14 It including web and is symmetrically laid in the edge of a wing of web two sides, the web is fixed between the middle part on two edges of a wing, and two The edge of a wing with the perpendicular laying of web.Meanwhile it setting the web of I-steel 14 to and laid hanging wall plate segment Lateral wall is laid in parallel, the support stability of embedded steel board can be effectively ensured in this way, simultaneously because the web two sides of I-steel 14 The edge of a wing with the perpendicular laying of web, and the edge of a wing of web two sides is symmetrically arranged, and forms a geometrically symmetric knot in this way The stress of structure, web can be transferred directly on two side wing edges, so that web is unlikely to deform, is durable, and make entire plate Support is more firm, and two side wing edges carry out equilibrium to web stress, and being able to satisfy on rocky bed 5 needs without the firm support of terrain It asks.

As shown in Figure 4 and Figure 5, it is provided with from front to back on the plate laying plate multiple respectively for embedded steel board inserting Pick-and-place components, the pick-and-place components are arranged vertically.

Before carrying out the assembly of steel cofferdam coxopodite in the present embodiment, in step 1, first using welding equipment in special-shaped block 3 and steel The pick-and-place components are welded and fixed on cofferdam coxopodite 1, and complete the welding of all pick-and-place components on special-shaped block 3 and steel cofferdam coxopodite 1 Journey.

In the present embodiment, each pick-and-place components include lower slot and the position that plate bottom outside is laid positioned at the plate The structure snd size of upper slot right above the lower slot, the upper slot and lower slot are all the same and both for character cut in bas-relief Shape plugboard trough 6, the concave shape plugboard trough 6 are fixed on the plate and lay on the lateral wall of plate.

In the present embodiment, jack in the concave shape plugboard trough 6 is rectangular opening, the length of the rectangular channel be 29cm and Its width is 20cm.

It is simple processing when actual processing, the plate lays the structure snd size of all concave shape plugboard troughs 6 on plate It is all the same.

Spacing between upper slot and the lower slot described in each pick-and-place components is 110cm~150cm.This implementation In example, the spacing between upper slot and the lower slot described in each pick-and-place components is 130cm.It, can root when actual processing It is needed according to specific, the spacing between upper slot and the lower slot described in each pick-and-place components is adjusted accordingly.Often The fixing intensity of the embedded steel board can be effectively ensured in spacing between upper slot and the lower slot described in a pick-and-place components And fastness.

In the present embodiment, each cofferdam siding is divided into multiple siding units, each siding from front to back Unit is rectangle.The siding unit is bottom supporting walls plate unit or hanging wall plate unit, and the bottom supports siding list Member be bottom supporting walls plate segment, the hanging wall plate unit be bottom complete in vacant state full hanging wall plate unit or Bottom part is in the part hanging wall plate unit of vacant state, and the full hanging wall plate unit is the hanging wall plate segment, It is the hanging wall plate segment that bottom, which is in the siding segment of vacant state, in the part hanging wall plate unit.

In the present embodiment, the right lateral side apex angle of constructed steel cofferdam 1 is by near sea and the apex angle is there are hanging phenomenon, causes 1 bottom of steel cofferdam is there are hanging phenomenon, and leak stopping can not be implemented on the outside of cofferdam, brings to the construction of cofferdam bottom concrete greatly tired Whether difficulty, the back cover for directly affecting steel cofferdam 1 succeed.If deepening underwater 15 Blasting Excavation depth of foundation pit, the total height of steel cofferdam 1 Also it needs accordingly to increase, cost can be greatly increased in this way, while construction period is longer.And use the hanging siding processing structure into It, can be in hanging part according to flying height difference while being not necessarily to deepen underwater 15 Blasting Excavation depth of foundation pit after row processing Alignment processing is carried out, realizes the tight closure between hanging wall plate segment and rocky bed 5.

In the present embodiment, (specifically board plug type processing structure or special-shaped block and inserted using the hanging siding processing structure The box-like processing structure of board group) topography variation that can sufficiently adapt to rocky bed 5, it is carried out using sandbag 9 and anchor bar of waterproof plate in tunnels underwater It blocks.

Before practice of construction, measurement equipment pair is first swept using conventional riverbed, according to carrying out sweeping survey, and root to rocky bed 5 Survey situation is swept according to riverbed, the flying height at the hanging wall plate segment any position is determined, the hanging siding section Flying height at section any position is the vertical distance at the position between the rocky bed 5 immediately below it；To steel When cofferdam 1 is processed, the basil of hanging wall plate segment bottom is changed to the straight angle, is determined whether according to actual measurement flying height The plugging plate is set, and is determined according to size of the actual landform to the plugging plate.

Embedded steel board in the hanging siding processing structure can mainly well adapt to topography variation, and single I-steel is inserted Plate can be contacted with rocky bed 5, play the role of supporting and retaining system leakproof.In the present embodiment, embedded steel board uses I25b I-steel, length 3m ~6m, I-steel web and the lateral wall of steel cofferdam 1 are placed in parallel.Jack in the plugboard trough is having a size of 29 × 20cm, institute Plugboard trough is stated using being welded with a thickness of after 20mm steel plate bending with Double-Wall Steel Boxed Cofferdam lateral wall, every I-steel 14 is vertical Side sets up 2 jacks up and down, and jack spacing is 1.3m.Spacing between the two neighboring embedded steel board is 40cm, adjacent Clear distance between two embedded steel boards is 15cm.When practice of construction, according to specific needs, to the two neighboring embedded steel board Between clear distance adjust accordingly.

In the present embodiment, as shown in Figure 1, the cross section of the steel cofferdam 1 is rectangle.The four of the steel cofferdam ontology 1 It is provided with skewed horizontal load part 12 in a apex angle, is provided with midfoot support part between the front side wall and rear wall of the steel cofferdam 1 13.The skewed horizontal load part 12 and midfoot support part 13 are in horizontal layout.

When carrying out the sinking of steel cofferdam coxopodite in the present embodiment, in step 3, pass through the inside panel 1-1 to steel cofferdam coxopodite 1 Water filling, steadily sinks to steel cofferdam coxopodite 1 in cavity between bottom and exterior panel 1-2；

In step 4 to hang send cofferdam segment and all cofferdam segments for being disposed below synchronize sink when, pass through It fills the water steadily to be sunk into the cavity hung between the bottom inside panel 1-1 for sending cofferdam segment and exterior panel 1-2.

When carrying out the sinking of steel cofferdam coxopodite in the present embodiment, in step 3, sinks down into 1 top of steel cofferdam coxopodite and expose the surface Height be σ until；In step 4 to hang send cofferdam segment and all cofferdam segments for being disposed below synchronize sink When, until sinking down into the height hung and the top of cofferdam segment is sent to expose the surface as σ.Wherein, σ=2m~3m.

The above is only presently preferred embodiments of the present invention, is not intended to limit the invention in any way, it is all according to the present invention Technical spirit any simple modification to the above embodiments, change and equivalent structural changes, still fall within skill of the present invention In the protection scope of art scheme.

Claims (10)

1. a kind of steel cofferdam sinks and anchoring process, it is characterised in that: constructed steel cofferdam (1-4) is to apply to underwater support table The cross section of the cube steel jacket box of work, the cube steel jacket box is rectangle, and the cube steel jacket box divides from the bottom to top For multiple cofferdam segments being arranged vertically, the cofferdam segment that bottommost is located in the cube steel jacket box is enclosed for steel Weir coxopodite (1)；The underwater support table is the reinforced concrete pile cap being supported by N root drilled pile (17), the drilled pile (17) for positioned at reinforced concrete pile underwater support table lower section and be arranged vertically；Wherein, N is positive integer and N >=4； The cube steel jacket box is divided into multiple cofferdam segments being arranged vertically from the bottom to top, is located in the cube steel jacket box The cofferdam segment of bottommost is steel cofferdam coxopodite (1)；The steel cofferdam coxopodite (1) is supported on rocky bed on (5), institute It is assembled by four cofferdam sidings to state steel cofferdam coxopodite (1), four cofferdam sidings are arranged vertically and its structure All the same, the height of four cofferdam sidings is all the same and the equal flush in its bottom；

When steel cofferdam (1-4) is constructed and anchored, process is as follows:

Step 1: steel cofferdam coxopodite is assembled: the four cofferdam sidings that will form steel cofferdam coxopodite (1) using welding equipment are equal Assembly is integrated, and obtains assembled molding steel cofferdam coxopodite (1)；

Step 2: steel cofferdam coxopodite is transferred: steel cofferdam coxopodite described in step 1 (1) being moved to preparatory survey using transfer device At the construction location of the steel cofferdam (1-4) measured；

Step 3: steel cofferdam coxopodite sinks: sinking to steel cofferdam coxopodite (1) in place mobile in step 2；

Step 4: upper cofferdam segment installation and sinking: first being saved using the cofferdam that hanging device installs a upper need Section, which is hung, to be sent to the cofferdam segment currently to have sunk in place, and will be hung using welding equipment and sent cofferdam segment sealing welding On the cofferdam segment currently to have sunk in place, then to hanging all cofferdam segments sending cofferdam segment and being disposed below It synchronizes, completes installation and the sinking watching of upper cofferdam segment；

Step 5: one or many repeat step 4, until completing to be located above steel cofferdam coxopodite (1) in steel cofferdam (1-4) The installation of all cofferdam segments and sinking watching, the steel cofferdam (1-4) sinks down into design position at this time, completes steel cofferdam (1- 4) sinking watching；

Step 6: steel pile casting is installed: according to conventional steel pile casting installation method, to steel pile casting (7- used in construction drill stake (17) 1) it is transferred, and the steel pile casting (7-1) of decentralization in place is fixed；The quantity of installed steel pile casting (7-1) be it is N number of, it is N number of The steel pile casting (7-1) is respectively positioned in steel cofferdam (1-4), and the installation position of N number of steel pile casting (7-1) is respectively and described in N root The installation position of drilled pile (17) corresponds；

Step 7: cofferdam back cover is constructed: carrying out concrete sealing bottom, envelope to the steel cofferdam bottom (1-4) to sink in step 5 in place The elevation of top of formed concrete sealing bottom layer (11) is consistent with the elevation of bottom of the underwater support table behind bottom；

Step 8: cofferdam anchors: being anchored using prestress anchoraging device to steel cofferdam (1-4)；

The prestress anchoraging device includes the prestress anchoraging mechanism that four structures are identical and anchored to steel cofferdam (1-4) (18), the prestress anchoraging mechanism (18) is provided on four apex angles of the steel cofferdam (1-4)；It is each described pre- Stress anchoring mechanism (18) includes the back-pressure beam (19) being laid on steel cofferdam (1-4) apex angle together and drawknot in back-pressure beam (19) deformed bar (20) between a drilled pile (17), the back-pressure beam (19) are in horizontal layout and its both ends It is respectively supported on the two neighboring side wall of steel cofferdam (1-4)；The upper end of the deformed bar (20) is anchored in back-pressure beam (19) on；

When being anchored using prestress anchoraging device to steel cofferdam (1-4), comprising the following steps:

Step 801, anchor pile screening: 4 drilled piles (17) are selected from drilled pile described in N root (17) as anchor pile (17- 1)；The anchor pile (17-1) is the anchor pile (17-1) anchored to deformed bar (20) lower end, 4 anchor piles (17-1) is located on the inside of four apex angles of steel cofferdam (1-4)；

The every anchor pile (17-1) to deformed bar (20) lower end of a prestress anchoraging mechanism (18) into Row anchoring；

Step 802, the construction of prestress anchoraging mechanism: constructing respectively to four prestress anchoraging mechanisms (18), and four The construction method of the prestress anchoraging mechanism (18) is all the same；

When any one described prestress anchoraging mechanism (18) is constructed and anchored, process is as follows:

Step 8021, anchoring pile driving construction and deformed bar lower end are embedded: routinely in water drilled pile construction method, to current The anchor pile (17-1) that deformed bar (20) lower end of constructed prestress anchoraging mechanism (18) is anchored is applied Work；Also, in the anchor pile (17-1) work progress, deformed bar (20) lower end is embedded in the anchor pile (17- 1) in；

Step 8022, back-pressure beam are laid: will current constructed prestress anchoraging mechanism (18) back-pressure beam (19) horizontal layout in On the apex angle of steel cofferdam (1-4), and deformed bar described in step 8021 (20) upper end is anchored on back-pressure beam (19)；

Step 8023, prestressed, reinforced tensioning: according to conventional rebar pre-stress stretching method, to prestressing force described in step 8022 Reinforcing bar (20) carries out tensioning；After the completion of tensioning, the work progress of prestress anchoraging mechanism (18) is completed；

After the completion of four prestress anchoraging mechanisms (18) are constructed, the anchoring procedure of steel cofferdam (1-4) is completed.

2. a kind of steel cofferdam described in accordance with the claim 1 sinks and anchoring process, it is characterised in that: step 8022 carries out back-pressure When beam is laid, the concrete strength of pile to anchor pile described in step 8021 (17-1) reaches 85% or more of design strength Afterwards, then by back-pressure beam (19) horizontal layout on the apex angle of steel cofferdam (1-4).

3. a kind of steel cofferdam according to claim 1 or 2 sinks and anchoring process, it is characterised in that: steel in step 8023 When rib prestressed tensioning, deformed bar (20) lower end is fixing end, and deformed bar (20) upper end is stretching end, Tensioning is carried out from deformed bar (20) upper end using tensioning equipment, stretching control force is 400kN~600kN.

4. a kind of steel cofferdam according to claim 1 or 2 sinks and anchoring process, it is characterised in that: institute in step 8023 It states deformed bar (20) to be arranged vertically, the deformed bar (20) is anchored in the top the anchor pile (17-1)；

It is anchoring section that deformed bar (20) bottom, which is embedded in the segment in drilled pile (17), and the length of the anchoring section is not Less than 5m.

5. a kind of steel cofferdam according to claim 1 or 2 sinks and anchoring process, it is characterised in that: to four in step 802 When a prestress anchoraging mechanism (18) is constructed respectively, four prestress anchoraging mechanisms (18) synchronize and are applied Work；

The quantity of included deformed bar (20) is multiple tracks in each prestress anchoraging mechanism (18), pre- described in multiple tracks The lower end of stress reinforcing bar (20) is anchored in drilled pile described in same root (17)；In each prestress anchoraging mechanism (18) Length direction of the deformed bar described in multiple tracks (20) along back-pressure beam (19) is laid from front to back, each prestressing force Deformed bar (20) described in multiple tracks is laid on same vertical plane with back-pressure beam (19) in anchoring mechanism (18).

6. a kind of steel cofferdam according to claim 1 or 2 sinks and anchoring process, it is characterised in that: described in step 8 Deformed bar (20) is finish rolling deformed bar；

The anchoring section bottom end is provided with lower bolster and lower locking nut, and the lower locking nut is located at below the lower bolster, The lower bolster and lower locking nut are embedded in advance in drilled pile (17)；

The through-hole passed through for deformed bar (20) is offered on the back-pressure beam (19), deformed bar (20) upper end is set It is equipped with upper locking nut (21), the upper locking nut (21) is located above back-pressure beam (19).

7. a kind of steel cofferdam according to claim 1 or 2 sinks and anchoring process, it is characterised in that: four in step 8 The prestress anchoraging mechanism (18) is respectively the front left side anchoring mechanism being laid on the steel cofferdam front left side apex angle, lays In the left rear side anchoring mechanism on the steel cofferdam left rear side apex angle, the forward right side that is laid on the steel cofferdam forward right side apex angle Anchoring mechanism and the right lateral side anchoring mechanism being laid on the steel cofferdam right lateral side apex angle, the front left side anchoring mechanism and institute State the symmetrical laying of forward right side anchoring mechanism, the right side on the left rear side anchoring mechanism and the steel cofferdam right lateral side apex angle The symmetrical laying of rear side anchoring mechanism, the front left side anchoring mechanism and the left rear side anchoring mechanism are in the symmetrical cloth in front and back If；

Angle between the back-pressure beam (19) and four side walls of the steel cofferdam is 45 °.

8. a kind of steel cofferdam according to claim 1 or 2 sinks and anchoring process, it is characterised in that: the steel cofferdam bottom Hanging siding processing structure is arranged at the hanging siding section bottom of section (1), and the hanging siding section is that bottom is outstanding in the cofferdam siding Empty siding segment, the number of hanging wall plate segment described in the quantity of the hanging siding processing structure and steel cofferdam coxopodite (1) It measures identical；

Each hanging siding Duan Jun is divided into multiple hanging wall plate segments from front to back, and the hanging wall plate segment is rectangle； Each hanging siding processing structure include multiple contour lines along the hanging siding section lay from front to back it is hanging Siding segment processing structure, each hanging wall plate segment processing structure are laid on the hanging wall plate segment；

The hanging wall plate segment processing structure is board plug type processing structure or special-shaped block and plate combined type processing structure；It is described Board plug type processing structure includes multiple the first plates (2) for being laid in the hanging wall plate segment bottom outside from front to back, more A first plate (2) is arranged vertically, and the bottom of each first plate (2) is inserted to rocky bed (5) On；The special-shaped block and plate combined type processing structure include be connected to hanging wall plate segment bottom special-shaped block (3) and Multiple the second plates (4) being laid on the outside of special-shaped block (3) from front to back, multiple second plates (4) are in vertically to cloth If the bottom of each second plate (4) is inserted on rocky bed (5), the special-shaped block (3) is to be laid in described hang Empty plugging plate siding segment underface and be arranged vertically, the lateral wall of the plugging plate connect hanging siding section with it Section lateral wall flush, the cross-sectional structure and size of the plugging plate with the cross section of its connect hanging wall plate segment Structure snd size are identical；First plate (2) and the second plate (4) are embedded steel board, and the embedded steel board is elongate steel plate；

All embedded steel boards of each hanging siding processing structure are respectively positioned on same vertical plane, each embedded steel board with Its hanging wall plate segment laid is laid in parallel, and all embedded steel boards in each hanging siding processing structure form Outside-supporting barrier, the outside-supporting barrier are arranged vertically；Bottom envelope is provided on the inside of the outside-supporting barrier Bridging structure, the bottom plugging structure are the plugging structure blocked to the outside-supporting barrier, and the bottom blocks knot Structure is located between steel cofferdam coxopodite (1) and rocky bed (5)；

When carrying out the assembly of steel cofferdam coxopodite in step 1, all special-shaped blocks (3) that need to be connected are weldingly fixed on steel cofferdam bottom (1) bottom is saved, the steel cofferdam coxopodite (1) of assembled molding and bottom belt special-shaped block (3) is obtained；

Before carrying out steel pile casting installation after steel cofferdam described in step 5 (1-4) sinks in place and in step 6, also need to enclose steel All embedded steel boards of installation are needed to be inserted into sink in place in step 5 and the steel of bottom belt special-shaped block (3) encloses on weir coxopodite (1) It on weir coxopodite (1), and is supported in each embedded steel board bottom on rocky bed (5), obtains the outside-supporting of construction molding Barrier；It constructs on the inside of the outside-supporting barrier again the bottom plugging structure, by the bottom plugging structure to described Outside-supporting barrier is blocked.

9. a kind of steel cofferdam sinking and anchoring process according to claim 8, it is characterised in that: the cofferdam siding indsole It is bottom supporting walls plate segment, the bottom of the bottom supporting walls plate segment that portion, which is supported in the siding segment on rocky bed (5), With blade foot (6), blocked between the bottom supporting walls plate segment bottom and rocky bed (5) by blade foot (6), it is described The thickness of blade foot (6) is from top to bottom gradually reduced；

The hanging wall plate segment is low hanging wall plate segment or high hanging siding segment, is laid in the low hanging wall plate segment On the hanging siding processing structure be the board plug type processing structure, be laid in described on the high hanging siding segment Hanging siding processing structure is the special-shaped block and plate combined type processing structure；

The type of each hanging wall plate segment is all in accordance with the hanging wall plate segment bottom and the rock river immediately below it Vertical distance between bed (5) is judged: at any position of hanging wall plate segment bottom and immediately below it For vertical distance between rocky bed (5) no more than H1max, the hanging wall plate segment is the low hanging wall plate segment； Otherwise, the hanging wall plate segment is the high hanging siding segment；Wherein, H1max=180cm~220cm；

At any position of the plugging plate bottom and be located at its immediately below rocky bed (5) between vertical distance no more than H2max；Wherein, H2max=250cm~350cm.

10. a kind of steel cofferdam sinks and anchoring process according to claim 8, it is characterised in that: the plugging plate and outer The hanging wall plate segment that side is laid with the first plate (2) is that plate lays plate, the plate lay on plate by it is preceding extremely It is provided with multiple pick-and-place components inserted respectively for the embedded steel board afterwards, the pick-and-place components are arranged vertically；Each pick-and-place components Include positioned at the plate lay plate bottom outside lower slot and the upper slot right above the lower slot, it is described on The structure snd size of slot and lower slot are all the same and both for concave shape plugboard trough (7), and the concave shape plugboard trough (7) is solid The plate is scheduled on to lay on the lateral wall of plate；

The bottom plugging structure includes sandbag plugging structure and the splash guard (9) mated formation on the inside of the sandbag plugging structure； The sandbag plugging structure includes the vertical block wall that multiple gaps between the two neighboring embedded steel board are blocked (8), the vertical block wall (8) is supported in the plate and lays between plate and rocky bed (5), in the outside-supporting barrier It is blocked by a vertical block wall (8) between two embedded steel boards of arbitrary neighborhood；Splash guard (9) bottom Portion is laid on the rocky bed (5) that the plate lays below plate, is fixed on the plate at the top of the splash guard (9) It lays on plate；The vertical block wall (8) is the block wall being piled into from the bottom to top by multiple sandbags (10).