CN110273429A - A kind of piling bar plate and film bag sand cofferdam construction method - Google Patents
A kind of piling bar plate and film bag sand cofferdam construction method Download PDFInfo
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- CN110273429A CN110273429A CN201910311721.7A CN201910311721A CN110273429A CN 110273429 A CN110273429 A CN 110273429A CN 201910311721 A CN201910311721 A CN 201910311721A CN 110273429 A CN110273429 A CN 110273429A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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Abstract
The invention discloses a kind of piling bar plate and film bag sand cofferdam construction methods, belong to the technical field of cofferdam construction, it is intended to provide a kind of formation water proof cofferdam, convenient for the cofferdam construction method of constructing tunnel, its key points of the technical solution are that specific step is as follows: two rows of steel sheet piles arranged side by side steel sheet pile construction: S1: being squeezed into korneforos；S2: reinforcing pull rod construction: setting passes through steel sheet pile to drawing reinforcing bar and carries out to drawing between two rows of steel sheet piles；S3: back-up sand is constructed in steel sheet pile: directly sand blast being filled between two rows of steel sheet piles using Sand pump；S4: end mould bag sand construction: two rows of steel sheet piles end be laid with filling baggy fabric, by sand suction pipe into filling baggy fabric blast；S5: double steel sheet pile is removed: first being siphoned away the back-up sand between two rows of steel sheet piles with Sand pump, then is removed to reinforcing bar is drawn, pulls out steel sheet pile.Cofferdam waterproof performance is good, dam body intensity is high, sealing performance is superior.
Description
Technical field
The present invention relates to the technical field of cofferdam construction, in particular to a kind of piling bar plate and film bag sand cofferdam construction method.
Background technique
With the development of social progress and city, the comprehensive development and utilization of ground and the underground space is also increasing, city
City's constructing tunnel is often in the compact district of the facilities such as building, road and underground utilities.Underground tunnel project is built in urban district,
Geographical environment locating for tunnel is sufficiently complex.
It is desirable to which a tunnel is carried out comprehensive reformation, which borders on the river, due to the limitation of field condition, tunnel
Road side wall is directly in water.And original tunnel segment need to be removed and be created along river bridge by this transformation, due to construction period
Riverbed bed bottom absolute altitude is higher than tunnel bottom absolute altitude, can not construct in this way.
Summary of the invention
The object of the present invention is to provide a kind of piling bar plate and film bag sand cofferdam construction methods, have and form water proof cofferdam, just
In the constructing tunnel the advantages of.
Above-mentioned technical purpose of the invention has the technical scheme that
A kind of piling bar plate and film bag sand cofferdam construction method, the specific steps are as follows:
S1: two rows of steel sheet piles arranged side by side steel sheet pile construction: are squeezed into korneforos；
S2: reinforcing pull rod construction: setting passes through steel sheet pile to drawing reinforcing bar and carries out to drawing between two rows of steel sheet piles；
S3: back-up sand is constructed in steel sheet pile: directly sand blast being filled between two rows of steel sheet piles using Sand pump；
S4: end mould bag sand construction: two rows of steel sheet piles end be laid with filling baggy fabric, by sand suction pipe into filling baggy fabric blast；
S5: double steel sheet pile is removed: first being siphoned away the back-up sand between two rows of steel sheet piles with Sand pump, then is removed to reinforcing bar is drawn, pulls out
Except steel sheet pile.
By using above-mentioned technical proposal, two rows of steel sheet piles form the range in cofferdam, and setting is prevented drawing reinforcing bar to be formed to drawing
Only inside pressure leads to steel sheet pile flare after internal back-up sand.The back-up sand between two rows of steel sheet piles, and filled out in two rows of steel sheet pile ends
Mold filling bag sand after construction, finally removes double steel sheet pile to form water proof cofferdam.
Further, specific step is as follows for steel sheet pile construction:
S11: guide pile, saddle construction: every guide pile is formed by two H profile steel Two bors d's oeuveres, and two guide piles are same group, two groups of guide piles it
Between be arranged two saddles；
S12: the plane axis of steel sheet pile is controlled；
S13: first positioning pile driving construction: adjacent steel sheet pile fore shaft is connected, and the plan-position of lower pile and verticality are limited by piece
Stake controls plan-position and the verticality of first pile, with the verticality of double-deck saddle control guide pile；
S14: corner pile driving construction: corner pile proposed adoption C9 fore shaft；
S15: fan-shaped deviation correction: by the sector deformed correction of the generation suitable for reading of its in steel sheet pile pile driving process being biased outward；
S16: closure pile driving construction,
Then another row's steel sheet pile of S11 construction is returned to, until all construction finishes two rows of steel sheet piles.
By using above-mentioned technical proposal, when steel sheet pile is squeezed into korneforos, guide pile and saddle limit steel sheet pile, while right
Steel sheet pile forms support, keeps the stability of steel sheet pile.
Further, the specific method of fan-shaped deviation correction: prepare the big wedge steel sheet pile of a small amount of small lower mouth suitable for reading, contract
Pile sinking of shape steel sheet pile is in place.
By using above-mentioned technical proposal, during decline, the lower mouth of steel sheet pile is pressurized to contract steel sheet pile, suitable for reading
Since low pressure effect is flared out, thus the sector deformed timely correction to generation.
Further, the specific method of fan-shaped deviation correction: steel sheet pile is first beaten and is inserted afterwards, by vibration bell pile sinking under the influence of
Subject to the depth for covering fore shaft when pile pitching pile, under no longer shaking since then, it is then sequentially inserted into next steel sheet pile, to row's saddle
After steel sheet pile stake is all stuck with, from front pile vibrosinking backward, avale certain depth, mobile stake bell to second steel sheet pile, and
It is successively moved to next steel sheet pile, finally later shake the first pile again, and so on pile sinking to designed elevation.
By using above-mentioned technical proposal, since rear slotting steel sheet pile is influenced by front steel sheet pile smaller, deviation is opposite
It is smaller, in heavy front stake due to the position-limiting action of rear pitching pile, deviation can be made to be obviously improved, after several pile driving constructions, base
This elimination is sector deformed.
Further, the specific method is as follows for reinforcing pull rod construction: at the outside pile body of two rows of steel sheet piles, horizontal direction interval
1.0~1.5m aperture, 0.4~0.6m of hole location distance stake top.
By using above-mentioned technical proposal, two rows of steel sheet pile stress are shared uniformly, are prevented after back-up sand since inside pressure is led
Steel sheet pile is caused to turn up.
Further, steel sheet pile upstream face in two sides wears drawing reinforcing bar using Two bors d's oeuveres channel steel as cross-brace from the center
It crosses, for C type opening towards steel sheet pile outside, channel steel docking site need to use steel plate carry out tying up weldering connection.
By using above-mentioned technical proposal, corresponding steel sheet pile is each passed through to drawing reinforcing bar both ends, and pass through channel steel and carry out
It is fixed, so that more stable to drawing reinforcing bar to connect with steel sheet pile.
Further, in double steel sheet pile before back-up sand, on the inside of steel sheet pile and river bed lays geotextiles, river bed position
Geotextiles sand pocket be laid with by diver neat, geotextiles are flattened on steel sheet pile on the inside of steel sheet pile, and there are surpluses, inhale sand
Between sand blast is directly filled to double steel sheet pile by pump, hydraulic fill sand is uniformly constructed using layer and section.
By using above-mentioned technical proposal, blast pumps the blast into geotextiles, and geotextiles prevent water from penetrating into sand body, thus
Form cofferdam.
Further, two rows of steel sheet pile both ends end socket is filled using bagged sand, outside the bagged sand under I and II platform
Shape is 3~16m having a size of thick 0.5m, width, and Three-level Platform bagged sand outer dimension is thickness 0.5m, wide 1.5~3.0m.
By using above-mentioned technical proposal, level-one bagged sand rib body is important water blocking body, in the level-one bagged sand rib bodily form
At to the dredge fill that just can be carried out levee body after certain elevation, reduces water body and enter in steel sheet pile.
Further, bagged sand filling material is river sand, and granule content of the partial size greater than 0.075mm or more is greater than 75%, sticking grain
For content less than 10%, filling plumpness is preferably 85%, charges rear filling material dry density greater than 14.5kN/m3。
By using above-mentioned technical proposal, such bagged sand is provided simultaneously with preferable intensity and watertightness.
Further, filling bag uses flat filament braided geotextile, and the mass area ratio for filling bag is greater than 150g/m2, indulge
Tensile strength is laterally allowed to be not less than 20kN/m, elongation at break :≤25%, effective aperture: 0.04 < O95 < 0.25, infiltration system
Number: >=i × 10-3cm/s, wherein 1 < i < 10.
By using above-mentioned technical proposal, such filling baggy fabric is provided simultaneously with preferable toughness and leakproofness, can prevent
Water penetrates into steel sheet pile from both ends, and lives water impact with being amenable to.
In conclusion the invention has the following advantages:
1. cofferdam blocks water, section is small, is conducive to river navigation and flood discharge to greatest extent；
2. cofferdam waterproof performance is good, dam body intensity is high, sealing performance is superior；
3. cofferdam is various informative, the cofferdam of various shapes can be formed as needed, can be repeatedly used；
4. cofferdam is widely used, it can be used for the construction on different bases in water in bridge construction；
5. back-up sand is few to water pollution in cofferdam, it is conducive to environmental protection；
6. blast simple process, work efficiency are high.
Detailed description of the invention
Fig. 1 is the flow chart of cofferdam construction method in embodiment；
Fig. 2 is the flow chart of embodiment Steel Sheet Pile construction；
Fig. 3 is the top view of guide pile and saddle in embodiment；
Fig. 4 is the side view of guide pile and saddle in embodiment；
Fig. 5 is in embodiment for embodying the schematic diagram of C9 fore shaft；
Fig. 6 is sand bag construction process figure in embodiment；
Fig. 7 is in embodiment for embodying the schematic diagram of two rows of steel sheet piles；
Fig. 8 is in embodiment for embodying the schematic diagram in cofferdam.
In figure, 1, steel sheet pile；2, guide pile；3, saddle；4, C9 is latched；5, to drawing reinforcing bar；6, mould bag sand；7, position limiting clamp.
Specific embodiment
Below in conjunction with attached drawing, invention is further described in detail.
Embodiment: a kind of piling bar plate and film bag sand cofferdam construction method need to carry out before construction as shown in Fig. 1,2 and 6
Corresponding preparation of construction, carried out before construction cofferdam special scheme establishment and evaluation, in-site measurement setting-out, safe practice tell somebody what one's real intentions are, river
Road investigation and underwater obstacle, which are verified, waits technical works；Carry out material installation (steel sheet pile 1, medium coarse sand, film bag, ship and piling
Equipment etc.) tissue；Carry out before going into operation with the work such as the external coordination of relevant departments.And according to traverse point, erect measuring instrument
Device (total station) is linear to steel sheet pile 1 and absolute altitude controls.
Steel sheet pile 1 in this implementation uses Larsen steel sheet pile 1.
Referring to Fig. 7 and 8, the specific steps are as follows:
S1: steel sheet pile 1 is constructed: two rows of steel sheet piles 1 arranged side by side are squeezed into korneforos.
Steps are as follows for the detailed construction that steel sheet pile 1 is constructed:
Guarantee that crane ship and steel sheet pile 1 are loaded onto ship in place before construction, crane ship band hydraulic vibration driver injection steel sheet pile 1, vibration hammer
80T。
S11: guide pile 2, saddle 3 are constructed (ginseng is seen figures 3 and 4): every guide pile 2 is formed by two H profile steel Two bors d's oeuveres, in guide pile 2
Upper welding steel corbel is for installing saddle 3.Two guide piles 2 are same group, two saddles 3 are arranged between two groups of guide piles 2, two are led
It is limited between frame 3 by position-limited rack, prevents gap between two saddles 3 excessive.
S12: the plane axis of control steel sheet pile 1, comprising the following specific steps
S121: guide pile 2, saddle 3 control the whole axis of steel sheet pile 1:
1 integral construction axis location of steel sheet pile is carried out in two steps: just positioning is carried out when 2 pile sinking of guide pile, then on 2 bracket of guide pile
The accurate hookup wire for releasing saddle 3, after saddle 3 accurately installation with bracket firm welding.
S122: reinforce the degree control of stake when pile sinking:
In 1 pile driving process of steel sheet pile, with the vertical case of theodolite testing steel sheet pile 1, and adjust at any time.
S13: first positioning pile driving construction: steel sheet pile 1 is inserted between two saddles 3, and adjacent 1 fore shaft of steel sheet pile is connected, under
The plan-position of pile and verticality are limited by pile, control plan-position and the verticality of first pile, are controlled with the double-deck saddle 3
The verticality of guide pile processed.
Wherein, the first steel sheet pile 1 for squeezing into korneforos is guide pile, and guide pile squeezes into korneforos between two saddles 3, docks
The steel sheet pile 1 for getting off to squeeze into korneforos has positioning action.
S14: corner pile driving construction: corner pile proposed adoption C9 fore shaft (see figure 5).
Corner fore shaft has the advantage that
1., for all-round fore shaft, " female, male " fore shaft of steel sheet pile 1 can be connected thereto；
2., locking notch structure it is smaller, it is heavy convenient for corner pile, without in addition setting up guide pile 2；
3., fore shaft can be directly welded at 1 side of steel sheet pile；
4., the use of corner fore shaft, can utmostly adjust the sector deformed ability of pile sinking.
S15: the correction of fan-shaped deviation: by 1 pile driving process of steel sheet pile its generation suitable for reading be biased outward sector deformed entangle
Partially.
In 1 pile driving process of steel sheet pile, frequent occurrence it is suitable for reading be biased outward it is sector deformed.It is heavy mainly due to steel sheet pile 1
When stake, the stake straight ahead suitable for reading due to 3 position-limiting action of saddle, lower mouth is acted on and be bent by soil pressure, and more pile accumulation are with regard to shape
At sector deformed.There are certain gaps between the another fore shaft adjacent due to steel sheet pile 1, during the pile driving process, due to soil pressure
The effect of power makes to be connected, and fore shaft is suitable for reading is drawn, and gap is reduced, and lower mouth is pressurized, gap amplify to be formed it is sector deformed.It is sector deformed
With accumulation property, eccentric compression when next pile is due to pile sinking is sector deformed also bigger.Sector deformed accumulation is to a certain extent
When, pile sinking can not just carry out, so occurring to want timely correction when sector deformed deviation, corrects and uses two kinds of methods:
1., production shaped pile
Since steel sheet pile 1 is in characteristic of the plane with retractility, it is ready for the big wedge steel sheet pile 1 of a small amount of small lower mouth suitable for reading,
It is required that 1 pile sinking of wedge steel sheet pile are in place, otherwise send for the second time more difficult.
2., carry out screen-type injection
It first beats and inserts afterwards, under no longer being shaken by vibration bell pile sinking to certain depth (covering fore shaft under the influence of being subject to when pile pitching pile), so
Afterwards insert second, third root, the 4th ... after the stake of row's saddle 3 is all stuck with, from front pile vibrosinking backward, avale
Certain depth, mobile stake bell to second, third root ... later the first pile of vibration again, and so on pile sinking to designed elevation.By
Influenced in rear slotting steel sheet pile 1 by front steel sheet pile 1 smaller, deviation is relatively small, in heavy front stake due to rear pitching pile
Position-limiting action can be such that deviation is obviously improved, and after several pile driving constructions, substantially eliminate sector deformed.
S16: closure pile driving construction, since the cofferdam length needed to form is longer, steel sheet pile 1, which needs to be segmented, squeezes into korneforos, closes
Closing stake is the steel sheet pile 1 that korneforos is finally squeezed into this section of steel sheet pile 1.
Adjacent two fore shafts all must be entangled simultaneously when being closed pile driving construction, thus will increase pile sinking difficulty.Heavy closure stake is done
To following:
1., closure stake should select less in underground obstacle, be easier to the place of pile sinking.
2., keep inside and outside cofferdam that water level is consistent, prevent after pile sinking water pressure difference inside and outside cofferdam and cofferdam structure caused to deform.
3., the steel sheet piles 1 of closure stake two sides should keep as far as possible vertically, and on the same axis, two spacing are with regard to lucky
Equal or close to the width of steel pile.
4., when pile sinking difficulty such as occurs, heavy closure stake can be suspended, adjacent two can be extracted, but should not lift-off sink
The fore shaft of stake, interval sink this three pile, sink to designed elevation.Pile sinking is difficult, can not pile sinking by force, to prevent fore shaft tearing.
Then another row's steel sheet pile 1 of S11 construction is returned to, until all construction finishes two rows of steel sheet piles 1.
The section constructions simultaneously of two rows of steel sheet piles 1 can be used in two rows of steel sheet piles 1, can also after single steel sheet pile 1 constructs, then
It constructs another row's steel sheet pile 1.
S2: reinforcing pull rod construction: setting passes through steel sheet pile 1 to drawing reinforcing bar 5 and carries out to drawing between two rows of steel sheet piles 1.
In the outside pile body of two rows of Larsen steel sheet piles 1, the 1.2m aperture of horizontal direction interval, hole location is 0.5m under stake top.It uses
32mm worm steel prevents after back-up sand to outside hank knotting and upper bolt fastening is drawn since inside pressure causes steel sheet pile 1 to turn up.
Steel sheet pile 1 upstream face in two sides, as cross-brace, passes through drawing reinforcing bar 5, C type from the center using Two bors d's oeuveres channel steel
For opening towards 1 outside of steel sheet pile, channel steel docking site need to use steel plate to carry out tying up weldering connection.
S3: back-up sand is constructed in steel sheet pile 1: directly sand blast being filled between two rows of steel sheet piles 1 using Sand pump.
In double Larsen steel sheet pile 1 before back-up sand, back-up sand uses medium coarse sand, lays soil along 1 inside of steel sheet pile and river bed
Work cloth.The geotextiles sand pocket at river bed position is laid with neatly by diver, and 1 inside geotextiles of steel sheet pile are flattened on steel sheet pile 1,
Keep geotextiles and the contact surface of steel sheet pile 1 and river bed smoothly docile, and there are surpluses appropriate, prevent back-up sand in the process will be geotechnological
Cloth connects tight tearing.
Directly sand blast is filled between double Larsen steel sheet pile 1 using Ф 150mm Sand pump.Hydraulic fill sand uses layer and section
Uniformly construction, makes steel sheet pile 1 and reinforcing pull rod uniform stressed.
S4: end mould bag sand 6 is constructed: filling baggy fabric is laid in the end of two rows of steel sheet piles 1, through sand suction pipe into filling baggy fabric
Blast.
It is first laid in range and is cleared up in sand, it would be possible to influence sand and be laid the weedtree of injection quality and effect, block
The eliminating impurities such as stone are clean.
Level-one bagged sand rib body is important water blocking body, just can be carried out after level-one bagged sand rib body is formed to certain elevation
The dredge fill of levee body.
Both ends end socket is filled using bagged sand, and the bagged sand outer dimension under I and II platform is thickness 0.5m, width
Degree is 3~16m, and Three-level Platform bagged sand outer dimension is thickness 0.5m, wide 1.5~3.0m.Length is true according to site specific
It is fixed, it is no more than 30m.
Bagged sand filling material is river sand, and filling material should select the preferable sandy soil of drainage, Extra-fine sand class material, it is desirable that partial size
Granule content greater than 0.075mm or more is greater than 75%, and for sticky content less than 10%, filling plumpness is preferably 85%, fills after charging
Expect that dry density is greater than 14.5kN/m3.It fills bag and uses flat filament braided geotextile, main indicator is as follows: mass area ratio is big
In 150g/m2, vertically and horizontally allow tensile strength to be not less than 20kN/m, elongation at break :≤25%, effective aperture: 0.04 < O95
< 0.25, infiltration coefficient: >=i × 10-3cm/s(1 < i < 10).
The selection of bag body making material: outer incline body bag body upstream face uses 150g/m2Anti-aging woven cloth.Other positions
Rib body bag body uses 150g/m2Anti-aging woven cloth is process.
It should be noted that following several points when construction:
1, out of interim heap sand point arrangement sand suction pipe to film bag.The sediment transport pipe UPVC long using flange plate connection sizing 10m section
Pipe.
2, sandstone charging pipe bag is processed by woven cloth manufacturer.Land splicing sewing sand pocket, laterally consecutive not splitting are longitudinal
(i.e. along dike axis direction) every 20m is one section.The annulus of fixed bedding bag is sewed around sand pocket, in addition every 100~
150m2Place's sewing one charges cuff, diameter 20cm, long 50cm, so that slush pump dredging tube is inserted into filling and keeps sand layer thickness equal
It is even.The suture of bag with seam three (first seam together, stitch twice after folding again) is both needed at head, guarantee suture securely.
3, convenient principle should be laid with by scene for the sandstone charging pipe bag processed to fold, and put on bag with bright red paint
The size and bagging grammes per square metre of body.
4, sandstone charging pipe bag should carry out examination in beach and fill, after obtaining certain experiences, as mud is dense before extensive construction
Degree, cloth bag size, screen slurry pressure, screen slurry time, consolidation rate and sedimentation rate etc., then full-scale construction.
5, the direction of dredging tube mouth is adjusted in stowing operation in time, in order to avoid filled bag body unbalance stress and cause to shift.If
Ideal thickness is not achieved in bag body primary filling, then uses secondary filling, and uses artificial perturbation to accelerate the consolidation of soil.In bag body
When being gradually full of, concentration of hydraulic mixture general control is controlled between 20%~30%, the outlet pressure of slush pump is 0.2~0.3MPa,
Sand pocket is caused to rupture to avoid filling.
6, when pipe bag is constructed, it should be noted that the layering fissure of displacement stacks, orderly aligned, tight, and bag body balance rises.Every layer of bag body
For thickness control between 40~50cm, every layer of bag body should not fill another bag body before water pouring finishes at an upper portion thereof.
7, bagged sand in the construction process, should often check rib body, such as find that bagging has breakage to exist in time
A woven cloth is covered above, is sutured with needle, to prevent soil erosion.
8, bagged sand layering is equably successively increased, in order to avoid disposably increasing locally, can be interlocked in layer in construction
It up fills until designed elevation or each job step first substitute the bad for the good the conplane sand pocket rib body of lowest level, then fills one with
The sand pocket rib body of plane.Construction rate should be controlled when construction, the time interval of two layers of bag body overlapping is generally higher than 24 hours.
9, when sand filling bag rib body construction, the jackstone presser feet rib body construction in outside should be carried out, in time to prevent bag body by wave
It is unrestrained or water flow to wash away.
It needs that it is monitored and is safeguarded in the operational process of cofferdam:
1, reinforce monitoring:
Cofferdam will be tided over flood season, therefore extremely important to the safety monitoring in cofferdam.After the completion of cofferdam construction, self-control is set in upstream and downstream
Four, water gauge, and length travel observation point is carried out along cofferdam direction, in the operational process of cofferdam, carry out the sight of cofferdam water levels of upstream and downstream
It surveys and length travel is observed and recorded, daily timing four times, flood season daily eight times.Monitoring time during reinforcement heavy rain and strong wind
Number.
2, reinforce care and maintenance:
It is laid with one layer of geomembrane along weir body slope surface in upstream face after the completion of cofferdam construction, it is broken with one bag every 5m to be laid with mouth at present
Stone ballast is fixed, suitable for reading to be compacted fix with earth bag.Back side is laid with one layer of geomembrane along weir body slope surface, with preventing rain wash.It is fixed
Phase examination and maintenance cofferdam finds the leak stopping in time such as permeable, loosening, fills and leads up, is compacted.Formulation is speedily carried out rescue work emergency preplan, prepare enough flood control,
It speedily carries out rescue work emergency machine, material, utensil, cofferdam is widened, reinforced and is increased according to water level conditions.
S5: double steel sheet pile 1 is removed: first being siphoned away the back-up sand between two rows of steel sheet piles 1 with Sand pump, then is removed to drawing steel
Muscle 5 pulls out steel sheet pile 1.
Water part still uses crane barge to add the pile pulling of vibration hammer mode.
(1), pile extracting method
The forced vibration generated using vibration hammer disturbs soil property, destroys the cohesion of 1 surrounding of steel sheet pile soil to overcome pile pulling to hinder
Power pulls out stake by the effect of lifting force.Extracting steel sheet pile 1 should slowly pull up, and prevent from taking excessive soil out of.
(2), item should be noted that when pile pulling
Pile pulling starting point and sequence: to closed steel sheet-pile wall, pile pulling starting point should leave corner pile 5 or more.When can be according to pile sinking
Situation determines pile pulling starting point, the method that can also be pulled out when necessary with jump.The sequence of pile pulling is preferably opposite with when driving piles.
Rapping with extricate oneself from a predicament and brace oneself up to action: when pile pulling, first sheet pile fore shaft can be shaken with vibration hammer living to reduce sticking for soil, then in vibration
It pulls out.Stake first can be shaken 100-300mm with diesel hammer to the more difficult steel sheet pile 1 pulled out, then replace rapping with vibration hammer, extricate oneself from a predicament and brace oneself up to action.
5min is vibrated using the method for intermittent control shaking to the biggish steel sheet pile of pulling resistance 1, recurrence is pulled out after vibration.
This specific embodiment is only explanation of the invention, is not limitation of the present invention, those skilled in the art
Member can according to need the modification that not creative contribution is made to the present embodiment after reading this specification, but as long as at this
All by the protection of Patent Law in the scope of the claims of invention.
Claims (10)
1. a kind of piling bar plate and film bag sand cofferdam construction method, it is characterised in that: specific step is as follows:
S1: two rows of steel sheet piles (1) arranged side by side steel sheet pile (1) construction: are squeezed into korneforos；
S2: reinforcing pull rod construction: setting passes through steel sheet pile (1) to drawing reinforcing bar (5) and carries out to drawing between two rows of steel sheet piles (1)；
S3: the interior back-up sand construction of steel sheet pile (1): directly sand blast is filled between two rows of steel sheet piles (1) using Sand pump；
S4: end mould bag sand (6) construction: it is laid with filling baggy fabric in the end of two rows of steel sheet piles (1), through sand suction pipe into filling baggy fabric
Blast；
S5: double steel sheet pile (1) is removed: first being siphoned away the back-up sand between two rows of steel sheet piles (1) with Sand pump, then is removed to drawing steel
Muscle (5) pulls out steel sheet pile (1).
2. a kind of piling bar plate according to claim 1 and film bag sand cofferdam construction method, it is characterised in that: steel sheet pile (1)
Specific step is as follows for construction:
S11: guide pile (2), saddle (3) construction: every guide pile (2) You Lianggen H profile steel Two bors d's oeuveres forms, and two guide piles (2) are same
Two saddles (3) are arranged between two groups of guide piles (2) for group；
S12: the plane axis of control steel sheet pile (1)；
S13: first positioning pile driving construction: steel sheet pile (1) is inserted between two saddles (3), and adjacent steel sheet pile (1) fore shaft is connected,
The plan-position of lower pile and verticality are limited by pile, plan-position and the verticality of first pile are controlled, with the double-deck saddle
(3) verticality of guide pile is controlled；
S14: corner pile driving construction: corner pile proposed adoption C9 fore shaft；
S15: fan-shaped deviation correction: by the sector deformed correction of its generation suitable for reading in steel sheet pile (1) pile driving process being biased outward；
S16: closure pile driving construction,
Then another row's steel sheet pile (1) of S11 construction is returned to, until all construction finishes two rows of steel sheet piles (1).
3. a kind of piling bar plate according to claim 2 and film bag sand cofferdam construction method, it is characterised in that: fan-shaped deviation is entangled
Inclined specific method: prepare the big wedge steel sheet pile (1) of a small amount of small lower mouth suitable for reading, (1) pile sinking of wedge steel sheet pile is in place.
4. a kind of piling bar plate according to claim 2 and film bag sand cofferdam construction method, it is characterised in that: fan-shaped deviation is entangled
Inclined specific method: steel sheet pile (1) is first beaten to be inserted afterwards, is by vibration bell pile sinking to the depth for covering fore shaft when pile pitching pile under the influence of
Then standard is sequentially inserted into next steel sheet pile (1) under no longer shaking since then, steel sheet pile (1) stake to row's saddle (3) is all inserted
Man Hou, from front pile vibrosinking backward, avale certain depth, mobile stake bell to second steel sheet pile (1), and is successively moved to down
A piece steel sheet pile (1), finally later shake the first pile again, and so on pile sinking to designed elevation.
5. a kind of piling bar plate according to claim 1 and film bag sand cofferdam construction method, it is characterised in that: reinforcing pull rod construction
The specific method is as follows: in the outside pile body of two rows of steel sheet piles (1), the 1.0~1.5m aperture of horizontal direction interval, hole location distance stake
Push up 0.4~0.6m.
6. a kind of piling bar plate according to claim 5 and film bag sand cofferdam construction method, it is characterised in that: two sides steel sheet pile
(1) upstream face is using Two bors d's oeuveres channel steel as cross-brace, and to drawing reinforcing bar (5) to pass through from the center, C type is open towards steel sheet pile
(1) outside, channel steel docking site need to use steel plate to carry out tying up weldering connection.
7. a kind of piling bar plate according to claim 1 and film bag sand cofferdam construction method, it is characterised in that: in double steel plate
Before stake (1) interior back-up sand, on the inside of steel sheet pile (1) and river bed lays geotextiles, and the geotextiles sand pocket at river bed position is by diving under water
Member is laid with neatly, and geotextiles are flattened on steel sheet pile (1) on the inside of steel sheet pile (1), and there are surplus, Sand pump directly fills out sand blast
Between to double steel sheet pile (1), hydraulic fill sand is uniformly constructed using layer and section.
8. a kind of piling bar plate according to claim 1 and film bag sand cofferdam construction method, it is characterised in that: two rows of steel sheet piles
(1) both ends end socket is filled using bagged sand, the bagged sand outer dimension under I and II platform is thick 0.5m, width be 3~
16m, Three-level Platform bagged sand outer dimension are thickness 0.5m, wide 1.5~3.0m.
9. a kind of piling bar plate according to claim 8 and film bag sand cofferdam construction method, it is characterised in that: packed sandfilling
Material is river sand, and granule content of the partial size greater than 0.075mm or more is greater than 75%, and less than 10%, filling plumpness is preferably sticky content
85%, rear filling material dry density is charged greater than 14.5kN/m3。
10. a kind of piling bar plate according to claim 8 and film bag sand cofferdam construction method, it is characterised in that: filling bag is adopted
With flat filament braided geotextile, the mass area ratio for filling bag is greater than 150g/m2, vertically and horizontally tensile strength is allowed to be not less than
20kN/m, elongation at break :≤25%, effective aperture: 0.04 < O95 < 0.25, infiltration coefficient: >=i × 10-3cm/s, wherein 1
< i < 10.
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| CN111339708A (en) * | 2020-03-26 | 2020-06-26 | 武汉大学 | Finite element-based method for evaluating influence of uncertainty of pile position deviation on seepage-proofing effect |
| CN112523304A (en) * | 2020-10-29 | 2021-03-19 | 上海市政工程设计研究总院（集团）有限公司 | Temporary water transfer pump station built in plain river network area rapidly |
| CN114960776A (en) * | 2022-05-09 | 2022-08-30 | 南通市海洋水建工程有限公司 | Anti-scouring protection construction method for large-diameter single-pile foundation |
| CN114960706A (en) * | 2022-05-06 | 2022-08-30 | 中国电建集团市政规划设计研究院有限公司 | Cofferdam construction method |
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