CN107761752A - A kind of steel cofferdam sinks and anchoring process - Google Patents

Abstract

Sink the invention discloses a kind of steel cofferdam and anchoring process, institute's construction 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 section installation and sinking；Step 5: one or many repeat steps four, until steel cofferdam sinks in place；Step 6: steel pile casting is installed；Step 7: cofferdam back cover is constructed；Step 8: cofferdam anchors：Steel cofferdam is anchored using prestress anchoraging device.Steel cofferdam is fastenedly connected by the present invention using four prestress anchoraging devices for being laid in respectively in place on steel cofferdam drift angle with drilled pile pile body to be integrated, steel cofferdam is set to be anchored on drilled pile pile body, it effectively can prevent steel cofferdam from floating, and the factor of safety against overturning of steel cofferdam can be increased.

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 technology

Steel cofferdam is the water-retaining structure of bearing platform construction, is generally both needed to use steel cofferdam in bridge deepwater foundation construction, generally The cofferdam used can be divided into two kinds of single wall formula cofferdam and double-walled cofferdam by structure.Double-Wall Steel Boxed Cofferdam institute's construction bearing platform is used as 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 mode of Double-Wall Steel Boxed Cofferdam deep water foundation, there are two stages For the least favorable stage：First, after steel cofferdam back cover during drilled pile construction, because pile foundation is not finished into, pile foundation is mixed with back cover Stable anchorage structure has not yet been formed in solidifying soil, and when running into extraodinary flood, unfavorable factor is more, and steel cofferdam is in the hole；Second, In bearing platform construction, water is drained in steel cofferdam, and now steel cofferdam bears buoyancy maximum, due to steel cofferdam bottom concrete quality and Bottom concrete is crucial with drilled pile pile body anchoring quality, when especially running into extraodinary flood, buoyancy increase, steel cofferdam be present and inclines The danger covered.Thus, flood is crossed to ensure that double-wall steel encloses safety, except the conventional structure design and construction technical side according to steel cofferdam Method cross outside flood, also needs to set up special steel cofferdam anchor, the flood control of increase steel cofferdam, flood control, the safety system of overturn-preventing Number, it is ensured that construction safety.

The content 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 provide under a kind of steel cofferdam Heavy and anchoring process, its construction method is easy, is laid in the prestressing force on steel cofferdam drift angle in place respectively using four Steel cofferdam is fastenedly connected and is integrated by anchor with drilled pile pile body, steel cofferdam is anchored on drilled pile pile body, can be effective Prevent steel cofferdam from floating, and the factor of safety against overturning of steel cofferdam can be increased.

In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of steel cofferdam sinks and anchoring process, its It is characterised by：Institute's construction steel cofferdam is the cube steel jacket box constructed to underwater support table, the horizontal stroke of the cube steel jacket box Section is rectangle, the cube steel jacket box be divided into from the bottom to top it is multiple in vertically to the cofferdam section of laying, described cube The cofferdam section in body steel jacket box positioned at bottommost is steel cofferdam coxopodite；The underwater support table is to be carried out by N roots drilled pile The reinforced concrete pile cap of support, the drilled pile are below the underwater support table and in vertically to the reinforced concrete of laying 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 wallboards of steel cofferdam coxopodite will be formed using welding equipment Equal assembly is integrated, and obtains the steel cofferdam coxopodite of assembled shaping；

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

Step 3: steel cofferdam coxopodite sinks：The steel cofferdam coxopodite moved into place in step 2 is sunk；

Step 4: upper cofferdam section installation and sinking：It will first be enclosed using hanging device described in the installation of a upper need Weir section is hung on the cofferdam section delivered to and currently sunk in place, and will be hung using welding equipment and sent cofferdam section to seal It is welded on the cofferdam section currently to have sunk in place, then to hanging all cofferdam given cofferdam section and be disposed below Section is synchronously sunk, and completes installation and the sinking watching of upper cofferdam section；

Step 5: one or many repeat steps four, until completing all above steel cofferdam coxopodite in steel cofferdam The installation of cofferdam section and sinking watching, now the steel cofferdam sink down into design attitude, complete the sinking watching of steel cofferdam；

Step 6: steel pile casting is installed：According to conventional steel pile casting installation method, the steel pile casting used in construction drill stake is carried out Decentralization, and the steel pile casting to transferring in place is fixed；The quantity of installed steel pile casting is N number of, and N number of steel pile casting is respectively positioned on In steel cofferdam, the installation position of N number of steel pile casting corresponds with the installation position of drilled pile described in N roots respectively；

Step 7: cofferdam back cover is constructed：Concrete sealing bottom, back cover are carried out 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：Steel cofferdam is anchored using prestress anchoraging device；

The prestress anchoraging device includes the prestress anchoraging mechanism that four structures are identical and anchored to steel cofferdam, A prestress anchoraging mechanism is provided with four drift angles of the steel cofferdam；Each prestress anchoraging mechanism is equal Including the prestressing force back-pressure beam being laid in together on steel cofferdam drift angle and drawknot between back-pressure beam and a drilled pile Reinforcing bar, the back-pressure beam are respectively supported in 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, comprise the following steps：

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

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

Step 802, the construction of prestress anchoraging mechanism：Four prestress anchoraging mechanisms are constructed respectively, four The construction method all same of the prestress anchoraging mechanism；

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

Step 8021, anchoring pile driving construction and deformed bar lower end are buried：Routinely in water drilled pile construction method, it is right The anchor pile that the deformed bar lower end of the current prestress anchoraging mechanism that constructs 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 drift 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 for the treatment of that 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, step is treated After the concrete strength of pile of anchor pile described in 8021 reaches more than the 85% of design strength, then by back-pressure beam horizontal layout in On the drift angle of steel cofferdam.

A kind of above-mentioned steel cofferdam sinks and anchoring process, it is characterized in that：It is described in step 8023 during prestressed, reinforced tensioning 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；

The section that the deformed bar bottom is embedded in drilled pile is anchoring section, 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 502 When structure is constructed respectively, four prestress anchoraging mechanisms are synchronously constructed；

The quantity of included deformed bar is multiple tracks in each prestress anchoraging mechanism, prestressing force described in multiple tracks The lower end of reinforcing bar is anchored in described in same root in drilled pile；Prestress steel described in multiple tracks in each prestress anchoraging mechanism Muscle is laid from front to back along the length direction of back-pressure beam, 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 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, which is provided with, locks 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 drift angle, it is laid in the steel cofferdam left rear side drift angle On left rear side anchoring mechanism, the forward right side anchoring mechanism that is laid on the steel cofferdam forward right side drift angle and be laid in the steel Right lateral side anchoring mechanism on the right lateral side drift angle of cofferdam, the front left side anchoring mechanism is with the forward right side anchoring mechanism 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 drift angle is symmetrical Lay, the front left side anchoring mechanism is symmetrically laid with the left rear side anchoring mechanism in front and rear；

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 is divided into more from the bottom to top It is individual in vertically to the cofferdam section of laying, the cofferdam section in the cube steel jacket box positioned at bottommost is steel cofferdam bottom Section；The steel cofferdam coxopodite is supported on rocky bed, and the steel cofferdam coxopodite is assembled by four cofferdam wallboards, four The cofferdam wallboard is in vertically to laying and its structure all same, the height all same of four cofferdam wallboards and its bottom Equal flush；

The hanging wallboard processing structure of the hanging wallboard section bottom of the steel cofferdam coxopodite, the hanging wallboard section is described The hanging wallboard section in bottom in the wallboard of cofferdam, it is hanging described in the quantity and steel cofferdam coxopodite of the hanging wallboard processing structure The quantity of wallboard section is identical；

Each hanging wallboard 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 wallboard processing structure is laid outstanding from front to back including multiple contour lines along the hanging wallboard section Empty wallboard section processing structure, each hanging wall plate segment processing structure are laid in a 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 Individual first plate is in be inserted vertically to laying, the bottom of each first plate to rocky bed；It is described different Shape block and plate combined type processing structure include being connected to the special-shaped block of the hanging wall plate segment bottom and it is multiple from front to back The second plate being laid on the outside of special-shaped block, multiple second plates in vertically to laying, 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 in vertically to laying Plugging plate, the lateral wall of the plugging plate is connected the lateral wall flush of hanging wall plate segment with it, the plugging plate Cross-sectional structure and size connects the cross-sectional structure of hanging wall plate segment with it and size is identical；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 wallboard processing structure are respectively positioned on same vertical plane, each embedded steel board It is in parallel laying with the hanging wall plate segment that it is laid, all embedded steel boards in each hanging wallboard processing structure are equal Outside-supporting barrier is formed, the outside-supporting barrier is in vertically to laying；Bottom is provided with 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 body and rocky bed；

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

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 each embedded steel board bottom is supported on rocky bed, obtain the outside-supporting barrier of construction molding；Again described outer The construction bottom plugging structure, is carried out by the bottom plugging structure to the outside-supporting barrier on the inside of collateral support barrier Closure.

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 wallboard Wallboard section on bed is bottom supporting walls plate segment, and the bottom of the bottom supporting walls plate segment carries cutting shoe, the bottom Blocked between supporting walls plate segment bottom and rocky bed by cutting shoe, the thickness of the cutting shoe from top to bottom gradually contracts It is small；

The hanging wall plate segment is low hanging wall plate segment or high hanging wallboard section, is laid in the low hanging wallboard The hanging wallboard processing structure on section is the board plug type processing structure, is laid on the high hanging wallboard section The hanging wallboard 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：With being located at immediately below it at the hanging wall plate segment bottom any position 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 wallboard section；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 in vertically to laying；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 directly over the lower slot, the upper slot and lower slot and Size all same and both at concave shape plugboard trough, the concave shape plugboard trough are 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 State vertical block wall to be supported between the plate laying plate and rocky bed, arbitrary neighborhood two in the outside-supporting barrier Blocked between the embedded steel board by a vertical block wall；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.

The present invention has advantages below compared with prior art：

1st, method and step is simple, easy construction and efficiency of construction are high, and the manpower and materials of input are few.

2nd, use that the structure of hanging wallboard processing structure is simple, reasonable in design and processing and fabricating is easy, input cost compared with Low, the hanging wallboard processing structure easy construction and efficiency of construction are high, and the manpower and materials of input are few.

3rd, used hanging wallboard 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 Successfully solve the hanging problem of steel cofferdam bottom, and carried out under water using bottom plugging structure (i.e. anchor bar of waterproof plate in tunnels and sandbag) Closure, has saved construction cost, has accelerated construction speed.Thus, hanging wallboard processing structure can reduce excavation of foundation pit side as far as possible Amount, steel cofferdam bottom adaptation to the ground can effectively change, design optimized to steel cofferdam structure, successfully solves steel cofferdam bottom Hanging problem, has saved construction cost, accelerates construction speed.Using hanging wallboard processing structure to the hanging wallboard section of steel cofferdam Section bottom is effectively treated, and the hanging wallboard processing structure adapts to the topography variation in riverbed, and combines bottom plugging structure Blocked under water, can solve the hanging problem in steel cofferdam bottom.

4th, used transportation by driving apparatus structure is simple, reasonable in design and processing and fabricating is easy, and input cost is low, and shifts Convenient, energy is simple, steel cofferdam coxopodite is easily and quickly transferred at design attitude into (i.e. construction area), transportation by driving device warp Ji is practical and efficiency of construction height, using effect are good, saving of work and time, using floating platform to floating on the steel cofferdam coxopodite on the water surface Carry out spacing, and the shift unit by being connected with floating platform drives floating platform and steel cofferdam coxopodite to synchronize translation, Floating platform is oriented to steel cofferdam coxopodite during floating clouds, and energy is easy, steel cofferdam coxopodite quickly is transferred into construction area, Existing construction when can effectively solve to transport steel cofferdam coxopodite during pier cushion cap double-wall steel cofferdam construction in existing water Number of drawbacks and the deficiencies such as the cycle is longer, working procedure is cumbersome, input manpower and materials are larger.

5th, used transportation by driving device is spacing to floating on the progress of the steel cofferdam coxopodite on the water surface using floating platform, and leads to Crossing the shift unit that is connected 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, and energy is easy, steel cofferdam coxopodite quickly is transferred into construction area.Steel cofferdam coxopodite is entered During row transfer, steel cofferdam coxopodite is in floating state, thus the steel cofferdam coxopodite of bottom belt special-shaped block can be transported, And it is easy, quick to transport process.

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

7th, used prestress anchoraging device is economical and practical and using effect is good, and steel cofferdam is laid in respectively using four Steel cofferdam is fastenedly connected by the prestress anchoraging mechanism on drift angle with drilled pile pile body to be integrated, and steel cofferdam is anchored in drilled pile It on pile body, effectively can prevent steel cofferdam from floating, and the factor of safety against overturning of steel cofferdam can be increased, it is ensured that flood season construction safety. Each prestress anchoraging device is by the back-pressure beam and drawknot being laid in together on steel cofferdam drift angle in described in 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 its upper end On, it is controlled by prestressed reinforcement of tensioning and to the stretching control force of deformed bar, can be easy to deformed bar Anchor force is regulated and controled, and realizes the purpose that steel cofferdam is integrated with the anchoring of drilled pile pile body.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, makes steel cofferdam be anchored on drilled pile pile body, effectively can prevent steel cofferdam from 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 is described in further detail.

Brief description of the drawings

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

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

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

Fig. 3 is the use state reference chart of bottom plugging structure of the present invention.

Fig. 4 is the facade structures schematic diagram of the hanging wallboard processing structure in present invention right side.

Fig. 5 is the facade structures schematic diagram of the hanging wallboard processing structure of present invention rear side.

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

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

Fig. 8 is the use state reference chart of transportation by driving device of the present invention.

Fig. 9 is the use state reference chart of prestress anchoraging device of the present invention.

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 reference numerals:

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 block；4-the second plate；5-rocky bed；

6-cutting shoe；7-concave shape plugboard trough；7-1-steel pile casting；

8-vertical block wall；9-splash guard；10-sandbag；

11-concrete sealing bottom layer；12-skewed horizontal load part；13-midfoot support part；

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

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

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

18-prestress anchoraging mechanism；19-back-pressure beam；20-deformed bar；

21-upper locking nut.

Embodiment

A kind of steel cofferdam as shown in Figure 1 sinks and anchoring process, with reference to Fig. 1-1, Fig. 9 and Figure 10, institute's construction 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 in vertically to the cofferdam section of laying from the bottom to top, is located at bottommost in the cube steel jacket box The cofferdam section be steel cofferdam coxopodite 1；The underwater support table is that the armored concrete being supported by N roots drilled pile 17 is held Platform, the drilled pile 17 are below the underwater support table and in vertically to the reinforced concrete pile of laying；Wherein, N is just 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 wallboards of steel cofferdam coxopodite 1 will be formed using welding equipment Equal assembly is integrated, and obtains the steel cofferdam coxopodite 1 of assembled shaping；

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

Step 3: steel cofferdam coxopodite sinks：The steel cofferdam coxopodite 1 moved into place in step 2 is sunk；

Step 4: upper cofferdam section installation and sinking：It will first be enclosed using hanging device described in the installation of a upper need Weir section is hung on the cofferdam section delivered to and currently sunk in place, and will be hung using welding equipment and sent cofferdam section to seal It is welded on the cofferdam section currently to have sunk in place, then to hanging all cofferdam given cofferdam section and be disposed below Section is synchronously sunk, and completes installation and the sinking watching of upper cofferdam section；

Step 5: one or many repeat steps four, until completing in steel cofferdam 1-4 positioned at the top of steel cofferdam coxopodite 1 The installation of all cofferdam sections and sinking watching, now the steel cofferdam 1-4 sink down into design attitude, complete steel cofferdam 1-4's Sinking watching；

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

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

Step 8: cofferdam anchors：Steel cofferdam 1-4 is anchored using prestress anchoraging device；

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 a prestress anchoraging mechanism on four drift angles of the steel cofferdam 1-4 18；Each prestress anchoraging mechanism 18 include the back-pressure beam 19 being laid in together on steel cofferdam 1-4 drift angles 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 in steel cofferdam 1-4 two neighboring side wall；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, comprise the following steps：

Step 801, anchor pile screening：4 drilled piles 17 are selected from drilled pile 17 described in N roots as anchor pile 17-1； The anchor pile 17-1 is the anchor pile 17-117-1,4 anchor pile 17-1 anchored to the lower end of deformed bar 20 Respectively on the inside of steel cofferdam 1-4 four drift angles；

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

Step 802, the construction of prestress anchoraging mechanism：Four prestress anchoraging mechanisms 18 are constructed respectively, four The construction method all same of the individual prestress anchoraging mechanism 18；

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

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

Step 8022, back-pressure beam are laid：By the horizontal layout of back-pressure beam 19 of current constructed prestress anchoraging mechanism 18 in On steel cofferdam 1-4 drift angle, 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 for the treatment of that four prestress anchoraging mechanisms 18 construct, steel cofferdam 1-4 anchoring procedure is completed.

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

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

In the present embodiment, stretching control force 500kN, stretching control force can be adjusted accordingly according to specific needs. Wherein, the stretching control force 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 in vertically to laying, the anchor of deformed bar 20 It is fixed in the anchor pile 17-1 tops；

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

In the present embodiment, when being constructed respectively to four prestress anchoraging mechanisms 18 in step 502, described in four Prestress anchoraging mechanism 18 is synchronously constructed.

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 described in same root in drilled pile 17.

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 laying.

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

The anchoring section bottom 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 is offered on the back-pressure beam 19, the upper end of deformed bar 20 is set There is upper locking nut 21, the upper locking nut 21 is located at the top of back-pressure beam 19.Also, the upper locking nut 21 is installed on instead In press beam 19.

In the present embodiment, the anchoring section bottom 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 to be laid in the steel cofferdam left front in step 8 Front left side anchoring mechanism on the drift angle of side, the left rear side anchoring mechanism being laid on the steel cofferdam left rear side drift angle, it is laid in Forward right side anchoring mechanism on the steel cofferdam forward right side drift angle and the right lateral side being laid on the steel cofferdam right lateral side drift 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 drift angle, the front left side anchoring mechanism With the left rear side anchoring mechanism in front and rear symmetrical laying；

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 parallel laying and the I-steel in same level. During practice of construction, the back-pressure beam 19 can also use other types of shaped steel.

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

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

During practice of construction, after steel cofferdam 1 is transferred in place, multiple steel pile castings 3 are lifted in place, then transfers The bottom of steel cofferdam 1 in place carries out concrete sealing bottom, during carrying out filling concrete to anchor pile 17-1, buries prestress steel Muscle 20, and after anchor pile 17-1 concrete strength of pile reaches more than the 85% of design strength, on the drift angle of steel cofferdam 1 (i.e. steel cofferdam at the top of) sets back-pressure beam 4, then prestressed reinforcement of tensioning 20, the stretching control force of single deformed bar 20 to be 500kN, so increase 2000kN anchor force altogether, so as to which the pile body of steel cofferdam 1 and drilled pile 17 be anchored.

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.Because riverbed face has out-of-flatness, there is hanging phenomenon, makes leak stopping on the outside of cofferdam can not in the bottom of steel cofferdam 1 Implement, bring extreme difficulties to the construction of cofferdam bottom concrete, directly affect whether steel cofferdam back cover succeeds.Further, since steel The underwater drilling and blasting excavation method of underwater support table foundation ditch generally use, construction process requirement there must be ultra-deep and surpass residing for cofferdam 1 Phenomenon is dug, causes substrate out-of-flatness and rock unconsolidated formation be present, it is high to steel cofferdam leak stopping, concrete sealing bottom quality requirement.And tie Close cushion cap bottom design absolute altitude, it usually needs first Blasting Excavation supplies the foundation ditch that steel cofferdam is placed on riverbed face, if passing through intensification The Blasting Excavation depth of steel cofferdam bottom foundation ditch solves the hanging problem in the bottom of 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 so greatly increase cost, while construction period is longer.Thus, need to be to steel The polycrystalline substance in cofferdam 1 is accordingly improved, and specifically sets up hanging wallboard processing structure.

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 section of laying, the cofferdam section in the cube steel jacket box positioned at bottommost 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 wallboards, described in four Cofferdam wallboard is in vertically to laying and its structure all same, the height all same of four cofferdam wallboards and its bottom is homogeneous Concordantly；

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

Each hanging wallboard 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 wallboard processing structure is laid outstanding from front to back including multiple contour lines along the hanging wallboard section Empty wallboard section processing structure, each hanging wall plate segment processing structure are laid in a 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 in be inserted to rocky bed 5 to laying, the bottom of each first plate 2 vertically；Institute Stating special-shaped block and plate combined type processing structure includes being connected to the special-shaped block 3 of the hanging wall plate segment bottom and multiple by preceding It is laid in second plate 4 in the outside of special-shaped block 3 after, multiple second plates 4 are in vertically to laying, 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 the lateral wall flush of hanging wall plate segment, institute are connected to the plugging plate of laying, the lateral wall of the plugging plate with it State the cross-sectional structure of plugging plate and size connects the cross-sectional structure of hanging wall plate segment with it and size is identical；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 wallboard processing structure are respectively positioned on same vertical plane, each embedded steel board It is in parallel laying with the hanging wall plate segment that it is laid, all embedded steel boards in each hanging wallboard processing structure are equal Outside-supporting barrier is formed, the outside-supporting barrier is in vertically to laying；Bottom is provided with 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 body 1 and rocky bed 5；

When steel cofferdam coxopodite assembly is carried out in step 1, all special-shaped blocks 3 that need to be connected are weldingly fixed on steel cofferdam The bottom of coxopodite 1, obtain the steel cofferdam coxopodite 1 of assembled shaping 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 On coxopodite 1, and each embedded steel board bottom is supported on rocky bed 5, obtain the outside-supporting barrier of construction molding；Again Constructed 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 that the transportation by driving device includes carrying out transportation by driving to floating on the steel cofferdam coxopodite 1 on the water surface is put down Platform and the shift unit for driving the floating platform to be translated with steel cofferdam coxopodite 1, the shift unit are put down with the transportation by driving Platform connects；The floating platform includes two transportation by driving ship 16-2 symmetrically laid and two longitudinally connected beams in parallel laying 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 in parallel laying and the two laid along the length direction of steel cofferdam coxopodite 1, two longitudinally connected beam 16-3 are equal With the perpendicular layings of transportation by driving ship 16-2, each transportation by driving ship 16-2 connects composition from front to back by more ship 16-4；Two Surround to enter steel cofferdam coxopodite 1 during a transportation by driving between the individual transportation by driving ship 16-2 and two longitudinally connected beam 16-3 The spacing rectangle limit channels of row, 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 In to river and steel cofferdam coxopodite 1 is set to float on the water surface, then in the assembled floating platform in the outside of steel cofferdam coxopodite 1, then adopt The floating platform and the synchronizing moving of steel cofferdam coxopodite 1 to institute construction steel cofferdam 1-4 construction position are driven with the shift unit Put place.

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

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

During actual use, the transportation by driving device can also use other types of waterborne movable device, only need that institute can be dragged State platform for lining movement.

In the present embodiment, the length of the gap ratio steel cofferdam coxopodite 1 between two transportation by driving ship 16-2 madial walls is big 20cm~50cm, the big 20cm of width of the gap ratio steel cofferdam coxopodite 1 between two longitudinally connected beam 16-3 madial walls~ 50cm。

, can according to specific needs, to the spacing and two between two transportation by driving ship 16-2 madial walls during actual processing Spacing between the individual longitudinally connected beam 16-3 madial walls adjusts accordingly.

In the present embodiment, two longitudinally connected beam 16-3 are laid in symmetrical.

In the present embodiment, more ship 16-4 structure snd size all same, more in each transportation by driving ship 16-2 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 and are fixed on two transportation by driving ship 16-2 respectively On.

, can according to specific needs, to longitudinally connected beam 16-3 both ends in two transportation by driving ship 16-2 during actual use On fixed 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, together with each longitudinally connected beam 16-3 is provided between 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 it is also equipped with carrying out steel cofferdam coxopodite 1 spacing stopping means on the floating platform, the spacing dress It is set to the spacing 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 Length direction of the position beam along steel cofferdam coxopodite 1 is laid, and is installed on the spacing beam on longitudinally connected beam 16-3 along steel cofferdam bottom The width of section 1 is laid, and the spacing beam is located at the outside of steel cofferdam coxopodite 1.

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

During actual use, the quantity that spacing beam is installed on the floating platform can also be four, each transportation by driving The spacing beam together is mounted on ship 16-2, is mounted on each longitudinally connected beam 16-3 described spacing together Beam.

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

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

It is quick to shift during practice of construction, motor-driven boat can be first passed through and drive the floating platform and steel cofferdam bottom Section 1 synchronously moves to construction area (i.e. Double-Wall Steel Boxed Cofferdam is constructed in water at the pier position of pier), then by the shift unit (specifically It is by adjusting four windlass) position of steel cofferdam coxopodite 1 is adjusted, make steel cofferdam coxopodite 1 accurately in place.

During practice of construction, the rectangle limit channels can also be as guiding when sinking to steel cofferdam coxopodite 1 Passage, 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 with the structure of the cofferdam wallboard, in particular to：It is described different Plate construction is identical used by shape block 3 and the cofferdam wallboard.But the shape of the special-shaped block 3 and the cofferdam wallboard It is different with size.

In the present embodiment, the quantity of the hanging wallboard section is two, and two hanging wallboard sections are divided into encloses positioned at steel The hanging wallboard section of the hanging wallboard section of rear side and right side in weir 1-4 rear side wall panel and right side wall panel, wherein, the hanging wallboard of rear side The structure of the hanging wallboard processing structure of section refers to Fig. 5, the structure of the hanging wallboard processing structure in right side of the hanging wallboard section in right side Refer to 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 State vertical block wall 8 to be supported between the plate laying plate and rocky bed 5, arbitrary neighborhood two in the outside-supporting barrier Blocked between the individual embedded steel board by a vertical block wall 8；The bottom of splash guard 9 is laid in positioned at institute State on the rocky bed 5 that plate is laid below plate, the top of splash guard 9 is fixed on the plate and 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.

During actual progress bottom plugging structure construction, first the sandbag plugging structure is constructed, 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.

During actual use, pass through the gap between the vertical block wall 8 embedded steel board adjacent thereto to special-shaped block 3 Blocked.Also, the gap between the two neighboring hanging wallboard processing structure is carried out by the vertical block wall 8 Closure.

The madial wall of the splash guard 9 and the sandbag plugging structure abuts.

In the present embodiment, the lateral wall of the vertical block wall 7 abuts with the outside-supporting barrier.

Institute's construction steel cofferdam 1 is single-wall steel cofferdam or Double-Wall Steel Boxed Cofferdam.The cofferdam wallboard of the single-wall steel cofferdam is individual layer Plate.

In the present embodiment, institute's construction steel cofferdam 1 is Double-Wall Steel Boxed Cofferdam；

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

The structure of the plugging plate is identical with the structure of the vertical wallboard；

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 inside panel 1-1 bottoms and the exterior panel 1-2 bottoms flush of plate, and the vertical block wall 8 is supported in the plate Below the exterior panel 1-2 for laying 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 at 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 with the structure of the cofferdam wallboard； Plate described in the Double-Wall Steel Boxed Cofferdam lays inside panel 1-1 bottoms and the exterior panel 1-2 bottoms flush of plate, the vertical envelope Wall 7 is supported in the plate and laid below the exterior panel 1-2 of plate.

In the present embodiment, as shown in fig. 6, bottom is supported in the wallboard section 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 carries cutting shoe 6, the bottom supporting walls Blocked between plate segment bottom and rocky bed 5 by cutting shoe 6, the thickness of the cutting shoe 6 is from top to bottom gradually reduced.

Sealed in the bottom supporting walls plate segment between inside panel 1-1 bottoms and exterior panel 1-2 bottoms by cutting shoe 6 It is stifled；

The plate is laid and sealed between the inside panel 1-1 bottoms and exterior panel 1-2 bottoms of plate by horizontal plugging plate Stifled, the horizontal plugging plate is connected between the inside panel 1-1 bottoms and exterior panel 1-2 bottoms that the plate lays plate.

The structure of the cutting shoe 6 refers to Fig. 6, and exterior panel 1-2 bottom level is less than in the bottom supporting walls plate segment Inside panel 1-1 bottom level, lead between exterior panel 1-2 bottoms and inside panel 1-1 bottoms in the bottom supporting walls plate segment Toe board panel is crossed to connect as one, and in the bottom supporting walls plate segment between exterior panel 1-2 bottoms and inside panel 1-1 bottoms Blocked by the toe board panel.Toe board panel described in the bottom supporting walls plate segment and exterior panel 1-2 bottoms section Section forms the cutting shoe 6.

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

Wallboard section in the cofferdam wallboard is divided into the bottom supporting walls plate segment and the hanging wall plate segment two Type, wherein blocked between the bottom supporting walls plate segment bottom and rocky bed 5 by cutting shoe 6, it is described hanging Blocked between wallboard section and rocky bed 5 by the bottom plugging structure.So, 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 After the completion of constructing, complete tightly to block between institute's construction steel cofferdam and rocky bed 5, directly carried out cofferdam back cover construction , concrete sealing bottom specifically is carried out in constructed steel cofferdam bottom, and the top of concrete sealing bottom layer 11 is formed after back cover Absolute altitude is consistent with the elevation of bottom of the underwater support table.

Before reality is transferred to 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 ditch 15 placed for steel cofferdam 1.The bottom supporting walls plate segment bottom is supported in the underwater bottom of foundation ditch 15.

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

The width and thickness of slab all same of the special-shaped block and multiple second plates 4 in plate combined type processing structure, Multiple second plates 4 are in uniformly laying, 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, width and the thickness of slab all same of the plate 4 of the first plate 2 and second, All embedded steel boards are in uniformly laying in each hanging wallboard processing structure.

In the present embodiment, the hanging wall plate segment is low hanging wall plate segment or high hanging wallboard section, is laid in institute The hanging wallboard processing structure stated on low hanging wall plate segment is the board plug type processing structure, is laid in described high hanging The hanging wallboard processing structure on wallboard section 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：With being located at immediately below it at the hanging wall plate segment bottom any position 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 wallboard section；Wherein, H1max=180cm~220cm.That is, The segmental length of (or the lower section of steel cofferdam body 1) is not more than below the high hanging wallboard section in first plate 2 H1max。

In the present embodiment, H1max=200cm.

Thus, any values of the H1max between 180cm~220cm., can be right according to specific needs during practice of construction H1max value 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, in second plate 4 below the plugging plate Segmental length is not more than H2max.

In the present embodiment, H2max=300cm.Thus, any values of the H2max between 250cm~350cm.Actually apply In man-hour, H2max value can be adjusted accordingly according to specific needs.

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

Plate is used as using I-steel 14, support strength can be effectively ensured, and processing and fabricating is easy.The I-steel 14 The edge of a wing of web both sides including web and is symmetrically laid in, the web is fixed between the middle part on two edges of a wing, two The edge of a wing with the perpendicular laying of web.Meanwhile the web of I-steel 14 is arranged to and lays hanging wall plate segment Lateral wall is in parallel laying, and the support steadiness of embedded steel board can so be effectively ensured, simultaneously because the web both sides of I-steel 14 The edge of a wing with the perpendicular laying of web, and the edge of a wing of web both sides is laid in symmetrical, so one geometrically symmetric knot of formation Structure, the stress of web can be transferred directly on two side wing edges so that web is unlikely to deform, is durable in use, and makes whole plate Support is more firm, and two side wing edges carry out equilibrium to web stress, can meet the firm support need for not having to terrain on rocky bed 5 Ask.

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 be in vertically to laying.

In the present embodiment, before carrying out steel cofferdam coxopodite assembly 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 all same of upper slot directly over the lower slot, the upper slot and lower slot and both at character cut in bas-relief Shape plugboard trough 6, the concave shape plugboard trough 6 are fixed on the plate and laid on the lateral wall of plate.

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

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

Upper spacing between slot and the lower slot is 110cm~150cm described in each pick-and-place components.This implementation In example, upper spacing between slot and the lower slot is 130cm described in each pick-and-place components., can root during actual processing Needed according to specific, upper spacing between 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 upper spacing between slot and the lower slot described in the individual pick-and-place components And fastness.

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

In the present embodiment, there is hanging phenomenon in the right lateral side drift angle of institute's construction steel cofferdam 1, cause close to navigation channel and the drift angle Hanging phenomenon be present in the bottom of steel cofferdam 1, on the outside of cofferdam leak stopping can not implement, brought to the construction of cofferdam bottom concrete greatly tired Whether difficulty, the back cover for directly affecting steel cofferdam 1 succeed.If deepen the underwater Blasting Excavation depth of foundation ditch 15, the total height of steel cofferdam 1 Also need accordingly to increase, can so greatly increase cost, while construction period is longer.And the hanging wallboard processing structure is used to enter , can be different according to flying height in hanging part while need not deepen underwater 15 Blasting Excavation depth of foundation ditch 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, using the hanging wallboard processing structure, (specifically board plug type processing structure or special-shaped block is with inserting Plate combined type processing structure) topography variation of rocky bed 5 can be fully adapted to, carried out using sandbag 9 and anchor bar of waterproof plate in tunnels underwater Closure.

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 wallboard section The vertical distance between rocky bed 5 of the flying height for the opening position and immediately below it at section any position；To steel When cofferdam 1 is processed, the basil of the hanging wall plate segment bottom is changed to the straight angle, determined whether according to actual measurement flying height The plugging plate is set, and the size of the plugging plate is determined according to actual landform.

Embedded steel board in the hanging wallboard processing structure mainly can well adapt to topography variation, and single I-steel is inserted Plate can contact with rocky bed 5, play supporting and retaining system leakproof effect.In the present embodiment, embedded steel board uses I25b I-steel, length 3m ~6m, the lateral wall of I-steel web and steel cofferdam 1 are placed in parallel.Jack size in the plugboard trough is 29 × 20cm, institute State after plugboard trough uses thickness as 20mm steel plate bendings and be welded 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., can according to specific needs, to the two neighboring embedded steel board during practice of construction 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 body 1 Skewed horizontal load part 12 is provided with individual drift angle, midfoot support part is provided 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 steel cofferdam coxopodite in the present embodiment, in step 3 and sinking, by the inside panel 1-1 of steel cofferdam coxopodite 1 Water filling in cavity between bottom and exterior panel 1-2, steel cofferdam coxopodite 1 is steadily sunk；

When synchronously sinking to hanging all cofferdam sections sent cofferdam section and be disposed below in step 4, pass through Into the cavity hung between the inside panel 1-1 bottoms for sending cofferdam section and exterior panel 1-2, water filling is steadily sunk.

When the sinking of steel cofferdam coxopodite is carried out in the present embodiment, in step 3, sink down into the top of steel cofferdam coxopodite 1 and expose the surface Height be σ untill；Cofferdam section is sent synchronously to sink with all cofferdam sections being disposed below to hanging in step 4 When, sink down into untill hanging the height for sending the top of cofferdam section to expose the surface as σ.Wherein, σ=2m~3m.

It is described above, only it is presently preferred embodiments of the present invention, not the present invention is imposed any restrictions, it is every according to the present invention Any simple modification, change and the equivalent structure change that technical spirit is made to above example, still fall within skill of the present invention In the protection domain of art scheme.

Claims (10)

1. a kind of steel cofferdam sinks and anchoring process, it is characterised in that：Institute's construction steel cofferdam (1-4) is that underwater support table is applied The cube steel jacket box of work, the cross section of the cube steel jacket box is rectangle, and the cube steel jacket box divides from the bottom to top To be multiple in vertically to the cofferdam section of laying, the cofferdam section in the cube steel jacket box positioned at bottommost is enclosed for steel Weir coxopodite (1)；The underwater support table is the reinforced concrete pile cap that is supported by N roots drilled pile (17), the drilled pile (17) it is below the underwater support table and in vertically to the reinforced concrete pile of laying；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：The four cofferdam wallboards that will form steel cofferdam coxopodite (1) using welding equipment are equal Assembly is integrated, and obtains the steel cofferdam coxopodite (1) of assembled shaping；

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

Step 3: steel cofferdam coxopodite sinks：The steel cofferdam coxopodite (1) moved into place in step 2 is sunk；

Step 4: upper cofferdam section installation and sinking：Save in the cofferdam for first being installed a upper need using hanging device Section is hung on the cofferdam section delivered to and currently sunk in place, and will be hung using welding equipment and sent cofferdam section sealing welding On the cofferdam section currently to have sunk in place, then to hanging all cofferdam sections sent cofferdam section and be disposed below Synchronously sunk, complete installation and the sinking watching of upper cofferdam section；

Step 5: one or many repeat steps four, until completing in steel cofferdam (1-4) above steel cofferdam coxopodite (1) The installation of all cofferdam sections and sinking watching, now the steel cofferdam (1-4) sink down into design attitude, complete steel cofferdam (1- 4) sinking watching；

Step 6: steel pile casting is installed：According to conventional steel pile casting installation method, to the steel pile casting (7- used in construction drill stake (17) 1) transferred, and the steel pile casting (7-1) to transferring in place is fixed；The quantity of installed steel pile casting (7-1) is N number of to be N number of The 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 described in N roots The installation position of drilled pile (17) corresponds；

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

Step 8: cofferdam anchors：Steel cofferdam (1-4) is anchored using prestress anchoraging device；

The prestress anchoraging device includes the prestress anchoraging mechanism that four structures are identical and anchored to steel cofferdam (1-4) (18) a prestress anchoraging mechanism (18), is provided with four drift angles of the steel cofferdam (1-4)；It is each described pre- Stress anchoring mechanism (18) includes the back-pressure beam (19) being laid in together on steel cofferdam (1-4) drift angle 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 in 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), comprise the following steps：

Step 801, anchor pile screening：4 drilled piles (17) are selected from drilled pile (17) described in N roots and are used as anchor pile (17- 1)；The anchor pile (17-1) is the anchor pile 17-1 (17-1) that is anchored to deformed bar (20) lower end, 4 anchors Gu stake (17-1) is respectively on the inside of four drift angles of steel cofferdam (1-4)；

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

Step 802, the construction of prestress anchoraging mechanism：Four prestress anchoraging mechanisms (18) are constructed respectively, four The construction method all same of the prestress anchoraging mechanism (18)；

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

Step 8021, anchoring pile driving construction and deformed bar lower end are buried：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：Back-pressure beam (19) horizontal layout for the prestress anchoraging mechanism (18) that current will construct in On the drift 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 for the treatment of that four prestress anchoraging mechanisms (18) are constructed, the anchoring procedure of steel cofferdam (1-4) is completed.

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

3. according to a kind of steel cofferdam sinking described in claim 1 or 2 and anchoring process, it is characterised in that：Steel in step 8023 During 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. according to a kind of steel cofferdam sinking described in claim 1 or 2 and anchoring process, it is characterised in that：Institute in step 8023 It is in be anchored in the anchor pile (17-1) top to laying, the deformed bar (20) vertically to state deformed bar (20)；

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

5. according to a kind of steel cofferdam sinking described in claim 1 or 2 and anchoring process, it is characterised in that：To four in step 502 When the individual prestress anchoraging mechanism (18) is constructed respectively, four prestress anchoraging mechanisms (18) are synchronously 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) Deformed bar described in multiple tracks (20) is laid from front to back along the length direction of back-pressure beam (19), each prestressing force Deformed bar (20) is laid on same vertical plane with back-pressure beam (19) described in multiple tracks in anchoring mechanism (18).

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

The anchoring section bottom 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；

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

7. according to a kind of steel cofferdam sinking described in claim 1 or 2 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 drift angle, laid In the left rear side anchoring mechanism on the steel cofferdam left rear side drift angle, the forward right side being laid on the steel cofferdam forward right side drift angle Anchoring mechanism and the right lateral side anchoring mechanism being laid on the steel cofferdam right lateral side drift 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 drift angle The symmetrical laying of rear side anchoring mechanism, the front left side anchoring mechanism are in front and rear symmetrical cloth with the left rear side anchoring mechanism If；

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

8. according to a kind of steel cofferdam sinking described in claim 1 or 2 and anchoring process, it is characterised in that：The cube steel Casing be divided into from the bottom to top it is multiple in vertically to the cofferdam section of laying, positioned at the described of bottommost in the cube steel jacket box Cofferdam section is steel cofferdam coxopodite (1)；The steel cofferdam coxopodite (1) is supported on rocky bed on (5), the steel cofferdam coxopodite (1) assembled by four cofferdam wallboards, four cofferdam wallboards are in vertically to laying and its structure all same, four institutes State the equal flush of the height all same of cofferdam wallboard and its bottom；

The hanging wallboard processing structure of the hanging wallboard section bottom of the steel cofferdam coxopodite (1), the hanging wallboard section is described The hanging wallboard section in bottom in the wallboard of cofferdam, described in the quantity and steel cofferdam coxopodite (1) of the hanging wallboard processing structure The quantity of hanging wall plate segment is identical；

Each hanging wallboard Duan Jun is divided into multiple hanging wall plate segments from front to back, and the hanging wall plate segment is rectangle； Each hanging wallboard processing structure is laid hanging from front to back including multiple contour lines along the hanging wallboard section Wallboard section processing structure, each hanging wall plate segment processing structure are laid on a 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 Individual first plate (2) is in be inserted to rocky bed (5) to laying, the bottom of each first plate (2) vertically On；The special-shaped block and plate combined type processing structure include being connected to the special-shaped block (3) of the hanging wall plate segment bottom and Multiple the second plates (4) being laid in from front to back on the outside of special-shaped block (3), multiple second plates (4) are in vertically to cloth If the bottom of each second plate (4) is inserted to rocky bed (5), the special-shaped block (3) is described outstanding to be laid in Immediately below empty wallboard section and it is in be connected hanging wallboard section with it to the plugging plate of laying, the lateral wall of the plugging plate vertically The lateral wall flush of section, the cross-sectional structure and size of the plugging plate are connected the cross section of hanging wall plate segment with it 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 wallboard processing structure are respectively positioned on same vertical plane, each embedded steel board with Its hanging wall plate segment laid is in parallel laying, and all embedded steel boards in each hanging wallboard processing structure form Outside-supporting barrier, the outside-supporting barrier are in vertically to laying；Bottom envelope is provided with the inside of the outside-supporting barrier Bridging structure, the bottom plugging structure are the plugging structure blocked to the outside-supporting barrier, the bottom closure knot Structure is located between steel cofferdam coxopodite (1) and rocky bed (5)；

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

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 step 5 to sink in place and the steel of bottom belt special-shaped block (3) encloses on weir coxopodite (1) On weir coxopodite (1), and each embedded steel board bottom is supported on rocky bed (5), obtain the outside-supporting of construction molding Barrier；Constructed again on the inside of the outside-supporting barrier bottom plugging structure, by the bottom plugging structure to described Outside-supporting barrier is blocked.

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

The hanging wall plate segment is low hanging wall plate segment or high hanging wallboard section, is laid in the low hanging wall plate segment On the hanging wallboard processing structure be the board plug type processing structure, be laid in described high vacantly described on wallboard section Hanging wallboard 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：With being located at immediately below it at the hanging wall plate segment bottom any position 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 wallboard section；Wherein, H1max=180cm~220cm；

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

10. according to a kind of steel cofferdam sinking described in claim 8 and anchoring process, 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 Multiple pick-and-place components inserted respectively for the embedded steel board are provided with afterwards, and the pick-and-place components are in vertically to laying；Each pick-and-place components Include positioned at the plate lay plate bottom outside lower slot and the upper slot directly over the lower slot, it is described on The structure snd size all same of slot and lower slot and both at concave shape plugboard trough (7), 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 laid between plate and rocky bed (5), in the outside-supporting barrier Blocked between two embedded steel boards of arbitrary neighborhood by a vertical block wall (8)；Splash guard (9) bottom Portion is laid on the rocky bed (5) for laying below plate positioned at the plate, and the plate is fixed at the top of the splash guard (9) Lay on plate；The vertical block wall (8) is the block wall being piled into from the bottom to top by multiple sandbags (10).