CN102363961A - Deepwater single-wall steel plate pile cofferdam structure with low buried depth and construction method thereof - Google Patents
Deepwater single-wall steel plate pile cofferdam structure with low buried depth and construction method thereof Download PDFInfo
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- CN102363961A CN102363961A CN2011103585193A CN201110358519A CN102363961A CN 102363961 A CN102363961 A CN 102363961A CN 2011103585193 A CN2011103585193 A CN 2011103585193A CN 201110358519 A CN201110358519 A CN 201110358519A CN 102363961 A CN102363961 A CN 102363961A
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Abstract
The invention discloses a deepwater single-wall steel plate pile cofferdam structure with low buried depth. The structure comprises a plurality of bored piles, a steel plate pile cofferdam around the bored piles, bagged sand positioned outside the cofferdam and arranged on the surface of a river bed, and high-pressure rotary jet piles constructed in the cofferdam and outside the bored piles, wherein the plane size of the cofferdam is greater than that of a bearing platform to be constructed so as to reserve a construction space. By using the steel plate pile cofferdam, the deepwater low pile bearing platform and the underwater part of a pier of a bridge can be constructed with relatively low cost and minimum construction risk, and a double-wall steel cofferdam scheme with relatively high cost does not need to be adopted for construction, so that the turnover steel consumption of the cofferdam serving as a temporary project is saved, and the application range of the deepwater steel plate pile cofferdam construction technology is enlarged.
Description
Technical field
The present invention relates to building foundation technical field of construction in underground and the water, be specifically related to the technical field of steel sheet-pile cofferdam structure and job practices thereof.
Background technology
Generally need during foundation construction in the water to build coffering, so that carry out dewatering excavation foundation ditch and foundation construction.So-called cofferdam is built around foundation ditch exactly and is gone along with sb. to guard him building together, separates water, so that in going along with sb. to guard him building, carry out excavation pit, forms dry application worker condition and carries out foundation construction.We can say that also the cofferdam is when building in underground and the water building, the provisional space enclosing structure of being done, its effect is to prevent that water and soil from getting into the position of building of building, so that at the space enclosing structure internal drainage, the excavation base is anti-, builds building.Except that design code as the permanent safeguard structure, generally after the pier body repairs the water surface, give dismounting when pit backfill finishes, unimpeded with the obstruction free current, the aggravation riverbed local scour.
Steel sheet-pile cofferdam is widely used a kind of form of temporarily going along with sb. to guard him in the construction of bridge deep water foundation, also is the most frequently used a kind of sheet pile cofferdam.Steel sheet-pile cofferdam is compared with double-walled steel cofferdam, steel bushing case etc., have simple in structure, insert draw an analogy be easier to, short construction period, reusable, cost is lower and be easy to advantage such as quality control, in the deep water foundation construction, receives the welcome of unit in charge of construction most.
Steel sheet pile is applicable to soil layers such as sandy soil, half-dried rigid cohesive soil, rubble class soil; And can squeeze into weathered rock; When generally adopting steel sheet-pile cofferdam; Require steel sheet pile to imbed the embedded depth of the soil body (being the degree of depth of stake point below the foundation ditch bottom surface of steel sheet pile behind the excavation of foundation pit) and must reach minimum embedded depth requirement; To satisfy the self structure safety of steel sheet-pile cofferdam in excavation of foundation pit and foundation construction process, " skirt " and piping phenomenon do not take place, the antiskid of satisfying the cofferdam moves, anti-protuberance at the bottom of overturning or slip resistance analysis, anti-floating and the foundation ditch, anti-ly gush the requirement of sand equistability.
Under a lot of situation; Even the minimum embedded depth of steel sheet pile meets the demands; When the soil layer below the foundation ditch bottom surface when being little than highly permeable property soil layer or impervious layer thickness, need take the underwater excavation method, excavate the following certain thickness soil layer in foundation ditch bottom surface earlier; Pour into the bottom concrete under water of same thickness again, to satisfy anti-protuberance at the bottom of cofferdam anti-floating and the foundation ditch, anti-ly to gush requirement such as sand.
When the soil layer below the foundation ditch bottom surface during for more weak soil layer, require steel sheet pile that very big embedded depth must be arranged, just can guarantee the stable of steel sheet-pile cofferdam structure.Even like this, the steel sheet-pile cofferdam structure internal force, the distortion still very big, usually can not satisfy environment requirements.Also need change simultaneously and fill out certain thickness, just can carry out the construction of bridge low pile cap more weak soil layer.If owing to be the restriction of conditions such as closely knit geologic(al) factors such as big erratic boulder, place below the more shallow or foundation ditch bottom surface of rock stratum buried depth; Cause the embedded depth of steel sheet pile to suffer restraints and can not meet the demands; When not reaching the minimum constructive height that carries out the underwater concrete back cover yet; Adopt steel sheet-pile cofferdam to carry out the very risky of deep water foundation construction, generally can only change at present and adopt the double-walled steel cofferdam to construct.The double-walled steel cofferdam need pass through special design, suitable place carry out foundation ditch underwater demolition and the dredge boat in processing and fabricating, cofferdam dredge leveling, large ship transportation or transportation by driving double-walled steel cofferdam sections to on-the-spot, lay complicated anchorage system, crane barge waterborne carry out assembly unit and connect that height, water filling are heavyly put, more construction sequence such as bottom concrete under implantation location, clear base and the priming petock; The double-walled steel cofferdam be could form, the bored pile and the cushion cap foundation construction of bridge carried out again.
Though the double-walled steel cofferdam can bear big hydraulic pressure, guarantees that basic annual construction safety crosses flood, the material usage of double-walled steel cofferdam is big; Recovery utilization rate is little, and construction sequence and ship machine waterborne are many, and the security risk of over-water construction is many; Cost exceeds more than steel sheet-pile cofferdam; Owing to form the long construction period of double-walled steel cofferdam, construct chance and have to construct in the flood season in river the dry season that often makes bridge deep water bored pile lose golden season in addition, strengthens the over-water construction risk; Even can incur loss through delay the duration of engineering owing to the arrival of flood is stopped work.Particularly; When adopting steel sheet-pile cofferdam, former constructure scheme carries out the construction of bridge deep water low pile cap; But after the bridge drilling filling pile construction finishes, insert and to find when beating steel sheet pile that the rock stratum buried depth shoals, scar absolute altitude fluctuations is big because the geological mapping data is failed the geological condition of true reflection reality; Cause the embedded depth of steel sheet pile can not satisfy the design for scheme requirement; When changing into double-walled steel cofferdam constructure scheme again, this moment, the difficulty of construction and the cost of double-walled steel cofferdam will be more much bigger than confirming to adopt double-walled steel cofferdam scheme at the very start, even may have influence on the quality itself of the bored pile of pile.
Therefore; Need a kind of steel sheet-pile cofferdam structure of research and development; Suffer restraints and can not meet the demands the time, can carry out the construction of bridge deep water low pile cap at the embedded depth of steel sheet pile, adopt the higher double-walled steel cofferdam scheme of cost to construct and needn't change into; Save the turnover rolled steel dosage of cofferdam as temporary works; Guarantee the quality and safety stability of steel sheet-pile cofferdam, the assurance engineering is come construction bridges deep water low pile cap with lower cost and minimum construction risk, enlarges deep water steel sheet pile cofferdam construction The Application of Technology scope.
Summary of the invention
The object of the invention just is being that the steel sheet pile embedded depth that solves the cofferdam can not satisfy the technical barrier that normal embedded depth requires, and proposes a kind of new steel sheet-pile cofferdam structure and job practices thereof.
Another object of the present invention is to provide a kind of uses above-mentioned job practices construction deep water single wall steel sheet-pile cofferdam structure and carries out low pile cap and the method for bridge pier underwater portion construction.
In order to achieve the above object, the present invention adopts following technical scheme: the deep water single wall steel sheet-pile cofferdam structure that a kind of embedded depth is little is characterized in that comprising following structure:
Some bored piles, and
Be surrounded on the outer steel sheet-pile cofferdam of bored pile, the planar dimension in cofferdam, reaches to reserve the construction operation space greater than the cushion cap planar dimension of intending construction
Cast packed sand outside the cofferdam in riverbed surface, and
Construct within the cofferdam, the high-pressure rotary jet grouting pile outside the bored pile.
The present invention handles through high-pressure rotary jet grouting pile slip casting is carried out with the soil body in depth bounds between the weathered rock in the foundation ditch bottom surface of steel sheet-pile cofferdam; Can significantly improve the mechanical property index such as cohesion, angle of internal friction of this scope soil body; Also promptly improve the passive earth pressure of this scope soil body; Play the effect that reduces steel sheet-pile cofferdam structure internal force, horizontal movement, solve " skirt " problem of steel sheet pile bottom; In addition; This soil layer is handled through high pressure jet grouting, has improved specific density of solid particles and the air space ratio that reduces the soil body, has also just improved the critical hydraulic slope that " piping " takes place at the bottom of the foundation ditch of cofferdam; The soil body after high pressure jet grouting is handled simultaneously and the fixed formation of scar are than sealed whole; The cement paste of high-pressure rotary-spray is fixed most sand particle, the quicksand passage that the left space of inhomogeneities that the slip casting infiltration possibly exist can form is very limited, the penetration drive fine grained that has cut off water behind the soil body grouting reinforcement mobile path between soil body space; Improved the impervious ability of this layer soil body significantly; Gush the risk of sand, piping, protuberance at the bottom of greatly reducing foundation ditch,, risk was significantly prolonged from the progressive formation time that " quicksand " develops into " piping " even if there is this risk; Personnel, equipment before " piping " broken out is withdrawn and is taken emergency measures and leave time enough, thereby has reduced the extent of injury of " piping " risk.In addition, steel sheet-pile cofferdam outside 5m scope is cast packed sand carry out river bottom protection, can strengthen cofferdam rigidity, the influence of " swing " phenomenon that minimizing steel sheet-pile cofferdam structure occurs under the water pressure that changes, action of wave force is to ensure the general safety of foundation ditch.
When absolute altitude and preset absolute altitude bottom the steel sheet pile differ big; Correspondence position increases high-pressure rotary jet grouting pile in the outside, cofferdam; Overlap 0.1m each other between the adjacent high-pressure rotary jet grouting pile of inboard, said cofferdam; Overlap 0.15m between the adjacent high-pressure rotary jet grouting pile in the outside, cofferdam each other, arrive weathered rock at the bottom of the high-pressure rotary jet grouting pile stake of medial and lateral or get into 0.1～0.2m below the weathered rock, the high-pressure rotary jet grouting pile stake top mark height in the outside, cofferdam is higher than the high-pressure rotary jet grouting pile stake top mark height in the cofferdam.Overlap joint between the adjacent high-pressure rotary jet grouting pile is encrypted and can be played the effect of strengthening this position water proof reliability; The inboard high-pressure rotary jet grouting pile of high-pressure rotary jet grouting pile stake top mark height ratio in its outside, cofferdam exceeds 3.0m, and the stake end absolute altitude then high-pressure rotary jet grouting pile with the steel sheet pile inboard is identical.
Particularly, said steel sheet pile bottom arrival weathered rock or 0.1～0.2m below the entering weathered rock.
Further, steel sheet-pile cofferdam structure of the present invention also comprises several layers horizontal support system, and said horizontal support system is for enclosing purlin and supporter.
The job practices of the deep water single wall steel sheet-pile cofferdam structure that a kind of embedded depth is little may further comprise the steps:
(1) construction drill castinplace pile;
(2) insert and to beat steel sheet pile, close up the formation steel sheet-pile cofferdam;
(3) cast packed sand outside the cofferdam and carry out river bottom protection;
(4) carry out the high-pressure rotary-spray pile driving construction;
(5) draw water, excavation pit, several layers horizontal support system is installed.
Particularly, said horizontal support system has 3～5 layers.
Particularly, the method that said step (5) is drawn water in the cofferdam and adopted layering to extract, every installation one deck horizontal support system is taken out down one deck water again; When drawing water the steel sheet pile fore shaft leaked and be in the fore shaft outside rubber fastening band sealing is installed; The inboard cotton stuff up a crack that adopts of steel sheet pile carries out leak stopping.
Preferably, said rubber fastening band is made up of strong magnet and rubber seal tape, and the wherein one side of said rubber seal tape has a fin, and it is inner that said strong magnet is placed in said fin, and said fin under user mode towards steel sheet pile.
The job practices of a kind of low pile cap and bridge pier underwater portion is characterized in that may further comprise the steps:
(1) construction sequence according to said method forms cofferdam structure;
(2) cut off the residue steel casing of bored pile, abolish the unnecessary concrete of pile crown, the bearing platform construction bed course is laid in clear base leveling in the cofferdam;
(3) fabrication and installation cushion cap reinforcing bar is built cushion cap first floor concrete, and backfill sand to first floor cushion cap face is removed basecoat horizontal support system;
(4) build cushion cap second layer concrete, backfill sand to cushion cap end face is removed layer horizontal support system second from the bottom;
(5) underwater portion of the pier shaft of segmented construction bridges is removed remaining horizontal support system successively;
(6) after pier construction surfaces certain altitude, pull out steel sheet pile.
The quality and safety stability of using steel plate pile cofferdam of the present invention accesses assurance; Make engineering come construction bridges deep water low pile cap and bridge pier underwater portion with lower cost and minimum construction risk; And needn't adopt the higher double-walled steel cofferdam scheme of cost to construct; Saved the turnover rolled steel dosage of cofferdam, enlarged deep water steel sheet pile cofferdam construction The Application of Technology scope as temporary works.The integrated cost that adopts steel sheet-pile cofferdam to construct is low more than double-walled steel cofferdam scheme cost.
Description of drawings
Fig. 1 a is the layout plan of steel sheet-pile cofferdam structure of the present invention.
Fig. 1 b is the A-A sectional drawing of Fig. 1 a.
Fig. 1 c is the B-B sectional drawing of Fig. 1 a.
Fig. 2 uses the sketch map that steel sheet-pile cofferdam structure of the present invention is carried out low pile cap and the construction of bridge pier underwater portion, wherein
Fig. 2 a demonstration steel sheet pile is inserted and is played, closes up completion, and the outside, cofferdam casts packed sand river bottom protection;
Fig. 2 b shows the completion of high-pressure rotary-spray pile driving construction;
First floor horizontal support system is drawn water, is installed in Fig. 2 c demonstration;
Second layer horizontal support system is drawn water, is installed in Fig. 2 d demonstration;
It is anti-that Fig. 2 e shows that base is drawn water, excavates in layering, and the 3rd and the 4th layer of horizontal support system is installed;
Fig. 2 f demonstration is built and is accomplished cushion cap first floor concrete;
Fig. 2 g demonstration backfill sand is to first floor cushion cap face and remove the 4th layer of horizontal support system;
Fig. 2 h demonstration is built and is accomplished cushion cap second layer concrete;
Fig. 2 i shows backfill sand to the cushion cap end face, and segmented construction is accomplished the underwater portion of bridge pier shaft and removed remaining horizontal support system;
Fig. 3 is the build process flow chart of steel sheet pile cofferdam construction bridge low pile cap and pier shaft underwater portion;
Fig. 4 a is the rubber fastening band structural representation;
Fig. 4 b is a rubber fastening band user mode sketch map.
Wherein, 101 steel sheet piles, 102 cushion cap 102a first floor cushion caps 103 enclose the outside, inboard 402 cofferdam, steel casing 107 packed sand 108,109 high-pressure rotary jet grouting piles 110 bed courses 111 backfill sand 112 pier shafts 201 migmatitic granite scars 202 riverbed faces 301 strong magnets 302 rubber seal tapes 401 cofferdam of purlin 104 cross binding 105 angle braces 106 bored pile 106a bored piles
The specific embodiment
Shown in Fig. 1 a～1c, be the sketch map of steel sheet-pile cofferdam structure example of the present invention.
The existing example that is constructed to certain city's road bridge, this main spanning directly is combined as the self-anchored suspension bridge of (80m+200m+80m).Main pier is 16 and No. 17 piers, is arranged in the navigation channel, Huaihe River, and covering layer mainly is made up of silt, clay, fine sand, gravelly sand, and overburden cover 5.5～11m changes very big.Subterrane is followed successively by completely decomposed hornblende, severely-weathered migmatitic granite, middle weathering hornblende, middle weathering migmatitic granite from top to bottom.
No. 16 pier scar absolute altitudes that former design drawing provides are-2.86m; No. 17 pier is-0.76m; Because scar changes fluctuations very greatly; The bottom of finding steel sheet pile during test pile can reach design elevation at the bottom of the steel sheet pile of former steel sheet-pile cofferdam far away, and promptly to require the steel sheet pile embedded depths be 5.93m to No. 16 piers, and it is 3.83m that No. 17 piers require the steel sheet pile embedded depth.Again carry out geology and replenish the discovery of probing back; Mend boring existence that result and former design drawing provide than big-difference, mainly is that No. 16 piers of actual scar absolute altitude are-0.2～0.3m, No. 17 piers are+1.3～+ 1.5m; Mend to bore and find that main pier covering layer only has 5.8m～8.1m; Actual scar exceeds 2.5m than the scar absolute altitude that former design drawing provides, and the most shallow scar absolute altitude in cofferdam is+1.5m that promptly the most shallow embedded depth of steel sheet pile of No. 17 piers can only reach 1.57m.The actual injection process of steel sheet pile, even No. 16 piers also have the steel sheet pile of a plurality of positions can only arrive+1～+ the 1.52m absolute altitude.For solving this technical barrier, adopted steel sheet-pile cofferdam design scheme of the present invention to carry out the bearing platform construction of No. 16, No. 17 piers.
Overall construction process is as shown in Figure 3: site operation preparations → steel sheet pile insert beat, close up form in cofferdam → high-pressure rotary jet grouting pile mortar depositing construction → cofferdam by predetermined absolute altitude successively draw water, excavate → the backfill sand of the horizontal support systems such as purlin and horizontal steel tube support of enclosing → foundation ditch bottom surface processing and laying bed course → bearing platform construction → successively from top to bottom successively is installed, successively remove the horizontal steel tube support in cofferdam and enclose purlin → pier shaft underwater portion construction → steel sheet pile dismounting.
Specifically, take following steps:
(1) according to construction condition and schedule requirement, main pier adopts and sets up brill stake platform completion bored pile waterborne 106 foundation constructions earlier.
(2) steel sheet pile is inserted and to be beaten and close up
Begin inserting of steel sheet pile after following on-the-spot preparation is accomplished and play construction: after 1. bored pile 106 constructions are accomplished, rig is withdrawn the cofferdam construction scope; 2. accurately measure the position, sideline that setting-out goes out steel sheet-pile cofferdam; 3. needs being reinforced sealing of hole as the steel casing position of the bored pile in hoisting operation district handles.The planar dimension in cofferdam outwards enlarges 1.5m by cushion cap 102 plane geometry sizes, to guarantee the bearing platform construction working space.The Larsen IV shaped steel sheet pile 101 of U-shaped is adopted in the cofferdam, and yield strength is 295MPa.
Adopt 150kw electrodynamic type vibrating hammer to be equipped with as slotting the setting of steel sheet pile, because it on the basis of satisfying parameter requests such as exciting force, is controlled better the steel sheet pile verticality, cost is also cheap.Adopt 50t crawler belt loop wheel machine lifting vibrating hammer to cooperate inserting of steel sheet pile to beat in addition.
The steel sheet pile bottom arrives weathered rock or gets into 0.1～0.2m below the weathered rock.After steel sheet-pile cofferdam closes up, under the diver cooperates, cast packed sand 107 and carry out river bottom protection by manual work 5m scope outside steel sheet-pile cofferdam.
(3) high-pressure rotary-spray pile driving construction
The construction of employing single pipe method, every meter long strength grade 32.5 Portland cement 200kg and calcium chloride 4kg of mixing of stake, calcium chloride purity is greater than 70%.During the high-pressure rotary-spray pile driving construction, in keyhole position deviation≤50mm, spray gradient≤1.0% of Grouting Pipe, the pressure that sprays Grouting Pipe is controlled at 20～30MPa, and the long churning cycle of every m stake is 7min.All Ranges construction high-pressure rotary jet grouting pile 108 in the cofferdam, beyond the bored pile position, the stake top mark height of high-pressure rotary jet grouting pile 108 is a cushion cap bottom surface absolute altitude, the scar of stake end absolute altitude to decomposed rock generally can enter into 0.1～0.2m below the weathered rock.Differ situation for steel sheet pile bottom absolute altitude and preset absolute altitude occurring, take correspondence position increase by 2 row's high-pressure rotary jet grouting piles 109 processing in the steel sheet pile outside than big position.Inboard high-pressure rotary jet grouting pile 108 is 0.50m with a footpath of outside high pressure rotary churning pile 109, and mutual overlap joint 0.1m between the inboard adjacent high-pressure rotary jet grouting pile overlaps 0.15m each other between the adjacent high-pressure rotary jet grouting pile in the outside.
(4) draw water in the cofferdam, excavate and install and enclose purlin, horizontal steel tube and support construction
Insert when beating steel sheet pile, on the vacant lot on limit, cofferdam, carry out the processing of braced structures unit, cofferdam, with guarantee steel sheet pile insert play completion after, the braced structures in cofferdam can be installed as early as possible.
Drawing water in the cofferdam and taking layering abstracting method, layering principle is to take out down one deck water again after every installation one deck encloses purlin 103 and cross binding 104, angle brace 105.First floor draws water to be evacuated to and is lower than first floor and encloses the following 1.5m of purlin absolute altitude place, and the welding bracket is installed first floor and enclosed purlin and horizontal steel tube cross binding.The installation continued is drawn water and is evacuated to the second layer and encloses the following 1.5m of purlin absolute altitude place, the second layer is installed is enclosed purlin and cross binding 104, angle brace 105.Accomplish drawing water in the cofferdam according to said method.When drawing water, the steel sheet pile fore shaft place of leaking is installed rubber fastening band by the diver in the fore shaft outside carry out sealing, the structure of this kind waterstop shown in Fig. 4 a; Adopt strong magnet 301 and rubber seal tape 302 to constitute, the wherein one side of rubber seal tape 302 has fin, is provided with placement hole in the fin rib body; Said strong magnet is placed in the said placement hole; And the one side that rubber seal tape has a fin towards steel sheet pile, is attached to the steel sheet pile fore shaft outside under user mode, run into outside water pressure; Can be sticking more tight more, it is installed and used shown in Fig. 4 b.At the inboard little leak of steel sheet pile, can adopt the cotton stuff up a crack to carry out leak stopping.
Soil excavation adopts the dry excavation method of layering, piecemeal in the cofferdam, utilizes the mini-excavator excavation and inhale the mud excavation to combine.The principle of stage excavation is excavation one deck earthwork down again after every construction one deck horizontal support system, and the first floor soil excavation degree of depth is three layers of horizontal support system bottom of riverbed face to the, installs the 3rd layer and encloses purlin and horizontal steel tube support; Then carry out second layer soil excavation, the 4th layer of horizontal support system is installed, carry out last one deck soil excavation then.When adopting the piecemeal excavation, exactly foundation ditch is divided into peripheral piece and middle part piece, the piecemeal excavation digs piece all around again for digging the middle part piece earlier.
The inner supporting body system in cofferdam forms by enclosing purlin 103, angle brace 105 and cross binding 104, is the main force structure in cofferdam.Enclose purlin and carry out the processing of unit piecemeal, re-use flat car and be transported to the job site and install at back court.Earlier on steel sheet pile, weld bracket during installation, will enclose purlin 103 and install on the bracket, welding is enclosed purlin 103 and is formed whole.Enclose purlin and install, be right after cross binding 104 and angle brace 105 are installed.Stressed and the sealing of steel sheet pile for the benefit of adds channel-section steel between purlin 103 and the steel sheet pile space and is connected enclosing.
(5) clear base, leveling and laying bed course in the cofferdam
Arrange several collecting wells in the cofferdam, adopt high-power water pumper to carry out the draining of drawing water in the cofferdam, carry out the work of the thick excavation of bottom, cofferdam 0.2～0.3m, clear base and leveling again by manual work.
The concrete mats layer thickness of bearing platform construction is 0.469m, because steel sheet pile fore shaft and inboard some percolating waters that exist, can be in the water pressure of bottom surface, concrete cushion middle part greater than the bed course gravity pressure; Bad bed course is worn out on the top probably; In order to solve the stability against floating problem of concrete cushion, take in bed course, to lay several rubble seep-guiding channels, the hydraulic pressure at the bottom of playing the loaded filter effect and reducing bed course; Make bed course week back gauge steel sheet pile 0.05m simultaneously, for bed course bottom water pressure provides release channel.
(6) bearing platform construction
Bed course carries out bearing platform construction after accomplishing, and cushion cap is divided into two-layer building and forms, and thickness is 5m.During the cushion cap concrete construction, carry out the control and the monitoring of concrete temperature.
(7) pit backfill in cofferdam and cofferdam demolition
The end face of backfill sand to cushion cap gradation LIFT, cushion cap end face successively; And remove the horizontal steel tube support of corresponding level and enclose purlin; And the bottom of segmented construction bridges pier shaft is to the certain altitude that surfaces; Adopt 50t crawler belt loop wheel machine to cooperate 150kw electrodynamic type vibrating hammer, recover the original form in riverbed by eradicating except that steel sheet pile.
Through embodiment of the present invention; The steel sheet-pile cofferdam of engineering is in whole excavation of foundation pit and bridge bearing platform work progress; Each item stress of cofferdam structure and the pile body deformation monitored data of steel sheet pile are all within the safe range that allows; Protuberance does not take place at the bottom of the foundation ditch in cofferdam and gush the sand phenomenon, a small amount of water burst that occurs in the digging process obtains handling through taking the measure of normal pump drainage water, and the bearing platform construction of bridge is able to before the flood in Huaihe River arrives, accomplish smoothly on schedule.The quality and safety stability of the steel sheet-pile cofferdam that the present invention uses accesses assurance; Make engineering come the underwater portion of construction bridges deep water low pile cap and bridge pier with lower cost and minimum construction risk; And needn't adopt the higher double-walled steel cofferdam scheme of cost to construct; Saved the turnover rolled steel dosage of cofferdam, enlarged deep water steel sheet pile cofferdam construction The Application of Technology scope as temporary works.Adjust through Finance Department, the double-walled steel cofferdam scheme that two main pier cushion caps of this engineering adopt when adopting integrated cost that steel sheet-pile cofferdams construct than bidding for project has been practiced thrift nearly 1,800,000 yuan.
Detailed construction step sketch map is shown in each figure of Fig. 2, wherein:
Fig. 2 a shows: behind the construction drill castinplace pile, carry out steel sheet pile and insert and beat, close up.
Fig. 2 b shows: the high-pressure rotary-spray pile driving construction is accomplished.
Fig. 2 c shows: the caulking joint sealing is drawn water in examination; First floor is installed is enclosed purlin 103, cross binding 104 and angle brace 105.
Fig. 2 d shows: the following 1.5m of the center line position of the second layer horizontal support system of drawing water; The second layer is installed is enclosed purlin 103 and cross binding 104, angle brace 105.
Fig. 2 e shows: draw water in the cofferdam, excavate, install the 3rd layer and enclose purlin 103 and cross binding 104, angle brace 105; Draw water in the cofferdam, excavate, install the 4th layer and enclose purlin 103 and cross binding 104, angle brace 105.
Fig. 2 f shows: draw water in the cofferdam, excavate; Cut off the residue steel casing of bored pile, abolish the unnecessary concrete of pile crown; Clear base and leveling in the cofferdam, the bed course of laying bearing platform construction; Fabrication and installation cushion cap reinforcing bar is built cushion cap first floor concrete.
Fig. 2 g shows: backfill sand to first floor cushion cap face; Remove the 4th layer and enclose purlin 103 and cross binding 104, angle brace 105.
Fig. 2 h shows: build and accomplish cushion cap second layer concrete.
Fig. 2 i shows: backfill sand to cushion cap end face; Remove the 3rd layer and enclose purlin 103 and cross binding 104, angle brace 105; The pier shaft underwater portion of segmented construction bridges, and remove second successively, one deck encloses purlin 103 and cross binding 104, angle brace 105; Pier construction surfaces behind the certain altitude, can pull out steel sheet pile.
Claims (9)
1. deep water single wall steel sheet-pile cofferdam structure that embedded depth is little is characterized in that comprising following structure:
Some bored piles, and
Be surrounded on the outer steel sheet-pile cofferdam of bored pile, the planar dimension in cofferdam, reaches to reserve the construction operation space greater than the cushion cap planar dimension of intending construction
Cast packed sand outside the cofferdam in riverbed surface, and
Construct within the cofferdam, the high-pressure rotary jet grouting pile outside the bored pile.
2. cofferdam structure according to claim 1; It is characterized in that: the high-pressure rotary jet grouting pile that also comprises the outside, cofferdam; Overlap 0.1m each other between the adjacent high-pressure rotary jet grouting pile of inboard, said cofferdam, overlap 0.15m between the adjacent high-pressure rotary jet grouting pile in the outside, cofferdam each other, arrive weathered rock at the bottom of the high-pressure rotary jet grouting pile stake of medial and lateral or 0.1～0.2m below the entering weathered rock; Absolute altitude is identical, and the high-pressure rotary jet grouting pile stake top mark that the high-pressure rotary jet grouting pile stake top mark height in the outside, cofferdam is higher than in the cofferdam is high.
3. cofferdam structure according to claim 1 is characterized in that: said steel sheet pile bottom arrives weathered rock or gets into 0.1～0.2m below the weathered rock.
4. cofferdam structure according to claim 1 and 2 is characterized in that: also comprise several layers horizontal support system, said horizontal support system is for enclosing purlin and supporter.
5. the job practices of the deep water single wall steel sheet-pile cofferdam structure that an embedded depth is little is characterized in that may further comprise the steps:
(1) construction drill castinplace pile;
(2) insert and to beat steel sheet pile, close up the formation steel sheet-pile cofferdam;
(3) cast packed sand outside the cofferdam and carry out river bottom protection;
(4) carry out the high-pressure rotary-spray pile driving construction;
(5) draw water, excavation pit, several layers horizontal support system is installed.
6. method according to claim 5 is characterized in that: said horizontal support system has 3～5 layers.
7. according to claim 5 or 6 described methods, it is characterized in that: the method that said step (5) is drawn water in the cofferdam and adopted layering to extract, every installation one deck horizontal support system is taken out down one deck water again; When drawing water the steel sheet pile fore shaft leaked and be in the fore shaft outside rubber fastening band sealing is installed; The inboard cotton stuff up a crack that adopts of steel sheet pile carries out leak stopping.
8. method according to claim 7; Said rubber fastening band is made up of strong magnet and rubber seal tape; The wherein one side of said rubber seal tape has fin; Be provided with placement hole in the fin rib body, said strong magnet is placed in the said placement hole, and said fin under user mode towards steel sheet pile.
9. the job practices of low pile cap and bridge pier underwater portion is characterized in that may further comprise the steps:
(1) construction sequence according to the arbitrary method of claim 5～8 forms cofferdam structure;
(2) cut off the residue steel casing of bored pile, abolish the unnecessary concrete of pile crown, the bearing platform construction bed course is laid in clear base leveling in the cofferdam;
(3) fabrication and installation cushion cap reinforcing bar is built cushion cap first floor concrete, and backfill sand to first floor cushion cap face is removed basecoat horizontal support system;
(4) build cushion cap second layer concrete, backfill sand to cushion cap end face is removed layer horizontal support system second from the bottom;
(5) underwater portion of the pier shaft of segmented construction bridges is removed remaining horizontal support system successively;
(6) after pier construction surfaces certain altitude, pull out steel sheet pile.
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