CN109235474A - Structure and its construction technology based on the super large cofferdam under marine environment - Google Patents
Structure and its construction technology based on the super large cofferdam under marine environment Download PDFInfo
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- CN109235474A CN109235474A CN201811290080.3A CN201811290080A CN109235474A CN 109235474 A CN109235474 A CN 109235474A CN 201811290080 A CN201811290080 A CN 201811290080A CN 109235474 A CN109235474 A CN 109235474A
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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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Abstract
The invention discloses one kind based on super large cofferdam construction technology under marine environment, which is characterized in that cofferdam uses sand washing film bag, trapezoidal cross-section structure.Weir crest width about 15m, according to highly carrying out classification slope, upstream face gradient 1:3-1:4, back side gradient 1:4, and one of steel plate pile water stopping curtain of setting is pushed up in cofferdam, one of steel plate pile water stopping curtain is arranged in back side slope foot.The technique combined using sand washing film bag+steel sheet pile, it is fast that advantage includes speed of application, can shorten the construction period；Stability, durability are good, can prevent from washing away, and resist flood；Increase steel plate pile water stopping curtain, more rigid, barrier properties are more preferable, can play good water proof effect；Cofferdam demolition is convenient simultaneously, speed is fast；Steel sheet pile can be used in turn, and reduce construction cost.Reference frame can be provided for similar engineerings such as tunnel near water, harbour cofferdam, crossing bridges the present invention is based on super large cofferdam construction technology under marine environment and experience instructs.
Description
Technical field
The present invention relates to a kind of cofferdam construction technologies, more particularly to one kind is based on super large cofferdam construction work under marine environment
Skill.
Background technique
Currently, the tunnel under marine environment generally uses shield method, shallow burial hidden digging, immersed tunnelling method, cut and cover tunneling.Wherein
Cut and cover method cofferdam can be enclosed again using earth rock cofferdam, earth-bag cofferdam, steel sheet-pile cofferdam, reinforced concrete sheeting cofferdam, steel jacket box
Weir etc..
The construction periods such as shield method, shallow burial hidden digging, immersed tunnelling method are long, and working face is small；It cannot be segmented, construct simultaneously.Open cut
Tunnel earth rock cofferdam, earth-bag cofferdam, waterproof, infiltration effect are poor.Open trench tunnel steel sheet-pile cofferdam, self-stability is poor, need to add steel branch
Support, water-stagnating effect are good；Open trench tunnel reinforced concrete sheeting cofferdam, later period removal cost are higher.Wherein, film sack cofferdam method is
The filling sand in film bag makes sand in film bag become a fixed entirety, then filled film bag overlap joint adds up and shape
At weir body.Construction can gather materials on the spot in this way, construction is simple；Several construction paragraphs can be divided into while being constructed.
Geology locating for tunnel under marine environment is very soft sill clay, medium coarse sand in 1-17 meters generally under sea bed
Layer, silty clay are distributed completely decomposed, strong weathered granite layer down, and geological structure is more complex；Locating construction environment typhoon is frequent,
Because flood damage easily occurs for typhoon, and cofferdam is also a place vulnerable to typhoon；The depth of water is very deep in construction area, and water
Lower environment is extremely complex, is difficult to control.The weir body volume needed to form according to problem above is big, good seepage-proof property.
Summary of the invention
For above-mentioned existing construction technology, geology, hydrologic condition according to locating for tunnel under marine environment, construction environment and work
Phase requires, and the present invention provides a kind of based on super large cofferdam construction technology under marine environment.Cofferdam uses sand washing film bag+steel sheet pile phase
In conjunction with construction technology, the advantages of both drawing, disadvantage, the advantages of the two, is combined, secured, reliable weir body is formed.This
Sample construction is simple, is available locally；Speed of application is fast, can shorten the construction period, ease off the pressure for follow-up work；It is stability, durable
Property it is good, can preferably prevent from washing away, flood-protection, resist typhoon；Add steel plate pile water stopping curtain, more rigid, barrier properties
More preferably, extraordinary water proof effect can be reached；Cofferdam demolition is convenient, speed is fast；Steel sheet pile can be used in turn, and reduce fund
Pressure.
In order to solve the above-mentioned technical problem, the present invention is based on the structures in the super large cofferdam under marine environment, including stacking
Sand washing film bag and steel sheet pile, the section in cofferdam be it is trapezoidal, the weir crest width in the cofferdam is 15m, the height in the cofferdam is 9~
10m, the cofferdam are classified slope in height, and the upstream face gradient is 1:3~1:4, and the back side gradient is 1:4；The cofferdam
Weir bottom is equipped with TGXG, equal at the symmetrical position of width and at the slope foot of the cofferdam back side in the cofferdam
One of steel plate pile water stopping curtain is set, and the steel plate pile water stopping curtain is made of Lashen IV type steel sheet pile, is stopped in the steel sheet pile
Circumferentially every the pre-buried Grouting Pipe of 1m on water curtain, the outer diameter of the Grouting Pipe is 30mm, internal diameter 26mm, the Grouting Pipe
Bottom end be conical pipe；In the sand washing film bag of stacking, seam between layers is constructed using the fissure of displacement, fissure of displacement spacing >=2m；It encloses
The overlap joint faulting of slab ends and seam crossing of weir back side sand washing film bag are successively equipped with screed-coat, geotextile layer and bed course, the screed-coat
Be metalling with bed course, the geotextiles be 400g/m geotextiles, the bed course with a thickness of 200~400mm；It meets in cofferdam
Be successively arranged anti-seepage geomembrane, blotter and concrete facing on the water surface, the blotter with a thickness of 200mm, it is described
Concrete facing with a thickness of 130mm.
For the cofferdam construction technology of above structure, comprising the following steps:
Step 1: obtaining cofferdam film bag installation site, and surveying and locating using RTK-GPS；According to the position of surveying and locating
It is dredged using rake suction and weir location Dredging Construction is carried out to the pre-installed position of cofferdam film bag；Then the paving of weir bottom TGXG is carried out
If；
Step 2: film bag fills sand, including the positioning of film bag and laying:
The positioning of film bag fixes the positioning of film bag with positioning row or steel pipe pitching pile surrounding and combines construction, seam between layers
It is constructed using the fissure of displacement, fissure of displacement spacing >=2m；
Water surface area above carries out the laying of film bag using manual method according to the position of initial survey setting-out；
Profundal zone carries out the laying of film bag using Working Ships；
Phytal zone hand packing film bag: when low tide or cofferdam construction are 0.0m~1.0m to elevation, the cofferdam depth of water can
Satisfaction is lauched when requiring, and sediment transport pipe is inserted directly into the film bag laid for sand using row's pump and directly charges paving bag；
Step 3: antiseepage geotechnique is laid with:
After film bag weir body is fills up to designed elevation, on the outside of cofferdam and upstream face is laid with anti-seepage geotextile, anti-seepage geotextile
Heavy weight diving lash ship, which is laid with, by completes, and since entire paving process operates under water, uses fair current or inverse as far as possible when paving
It flows direction to carry out, the distance of 2~3 meters of every movement, which is thrown, in paving process throws a rubble or bagged sand packet for the antiseepage to pave geotechnique
Cloth is pushed down, to prevent from floating；
Step 4: the construction of steel plate pile water stopping curtain:
Steel sheet pile therein uses Lashen IV type steel sheet pile, after film bag weir body is fills up to designed elevation, carries out steel sheet pile and applies
Work, device therefor include Z550 type hydraulic vibration pile-sinking machine and piling machine, and the exciting force of the piling machine is 220kN；
Method is individually squeezed into the construction use of steel plate pile water stopping curtain, i.e., first starting point steel of injection since the centre in cofferdam
Then sheet pile respectively circumferentially starts to beat by root cutting up to forming steel plate pile water stopping curtain to the two sides of starting point steel sheet pile toward cofferdam,
Every steel sheet pile gets to end midway from and does not stop；Circumferentially every the pre-buried note of 1m on the steel plate pile water stopping curtain
Slurry pipe, the outer diameter of the Grouting Pipe are 30mm, and internal diameter 26mm, the bottom end of the Grouting Pipe is conical pipe；
Step 5: the mask and Hu Ding in cofferdam:
On the back side in cofferdam, first with rubble between film bag and film bag overlap joint faulting of slab ends and seam carry out levelling place
Then reason is laid with one layer of 400g/m geotextiles, the blotter with a thickness of 200~400mm is finally laid in the geotextiles；
On the upstream face in cofferdam, the blotter with a thickness of 200mm is laid on anti-seepage geomembrane, then in the rubble
It is poured on bed course with a thickness of 130mm geomembrane enveloped concrete mask；
It is laid with packed clay at the top in cofferdam, then re-lays the rubble mask of 200mm thickness.
Further, in cofferdam construction technology of the present invention, in step 1, the laying of weir bottom TGXG using artificial and
Machinery, which is laid with, combines form construction, wherein offshore section is manually laid with, and profundal zone is laid with using mechanical.
In step 2, profundal zone carries out the laying of film bag using Working Ships, and rake is inhaled shipping sand and directly filled；Work progress
It is that first film bag is mounted on Working Ships, Working Ships paving frame slowly stretches out film bag, when stretching by rake suction ship for sand tube and film
The cuff of bag connects, and cuff is handled using slip-knot, when sandpipe is extracted into cuff is tied in fact naturally through slip-knot, is avoided husky in filling
Sand is gone to outside film bag in the process；Fill husky sequence since cofferdam section on one side fill, when being charged to design thickness, gradually to
Another side filling, complete film bag of finally filling.
In step 2, the process of phytal zone hand packing film bag is: when low tide or cofferdam construction to elevation are 0.0m
~1.0m, the cofferdam depth of water meet personnel and are lauched when requiring, and using row's pump for husky artificial paving bag filling, row's pump includes what floating mat loaded
Diesel engine unit and mortar pump are manually worn after life jacket is lauched, sediment transport pipe are inserted directly into the film bag laid, is then directly charged
Sand.
In step 3, geotextiles carry out sewing splicing in land, by it on geotextile laying drum, drum
A length of 30 meters；Then, the drum for being wound with geotextiles has been fixed on the cantilever crane of heavy weight diving lash ship.
In step 3, using RTK-GPS positioning system carry out move ship it is in place, anti-seepage geotextile rise initial line using pressure fills out
The method of rubble packet is fixed, or is fixed using the method for insertion steel-pipe pile.
In step 4, to guarantee pile sinking axial location and vertical degree, the leading truck guidance of certain rigidity must be set, that is, beaten
Before entering steel sheet pile, weir crest is manually flattened, then, a leading truck is installed on weir crest, is squeezed into during steel sheet pile, using guiding
Frame guidance.
To ensure that weir body is stablized, when geomembrane enveloped concrete slope protection construction, is considered as the influence of inside and outside head difference, therefore, steel sheet pile
After construction, before the mask and shield top for carrying out step 5 cofferdam, cofferdam internal drainage is carried out, back side slope protection is then carried out
Processing, then carries out upstream face slope protection processing again, finally carries out weir crest mask.
Compared with prior art, the beneficial effects of the present invention are:
Previous tunnel is long using construction periods such as shield method, shallow burial hidden digging, immersed tunnelling methods, and working face is small；It cannot be segmented, together
When construct.Open trench tunnel earth rock cofferdam, earth-bag cofferdam, waterproof, infiltration effect are poor.Open trench tunnel steel sheet-pile cofferdam, self-stability is poor,
Bracing members need to be added；Open trench tunnel reinforced concrete sheeting cofferdam, later period removal cost are higher.
Structure the present invention is based on the super large cofferdam under marine environment is using sand washing film bag, trapezoidal cross-section structure.Weir crest
Width about 15m, according to cofferdam stepped height slope, upstream face gradient 1:3-1:4, back side gradient 1:4.One of setting in cofferdam
One of steel plate pile water stopping curtain is arranged in steel plate pile water stopping curtain, cofferdam back side slope foot.Cofferdam uses sand washing film bag+steel sheet pile phase
In conjunction with construction technology, one of steel plate pile water stopping curtain is respectively arranged in weir crest and cofferdam back side slope foot, by sand washing film bag+steel sheet pile
The advantages of combine, form secured, reliable weir body.Such construction is simple, is available locally；Speed of application is fast, can shorten
Duration eases off the pressure for follow-up work；Cofferdam overall stability, durability are good, can preferably prevent from washing away, flood-protection,
Resist typhoon；Steel plate pile water stopping curtain is added, more rigid, barrier properties are more preferable, can reach extraordinary water proof effect, reach
Related job specfication requirement；Later period cofferdam demolition is convenient simultaneously, speed is fast；Steel sheet pile can be used in turn, and reduce financial pressure.
The present invention is worth recommending to use to similar engineerings such as seabed tunnel engineering, large-scale dam engineering, natural flow station engineerings.
Detailed description of the invention
Fig. 1 is that the present invention is based on super large cofferdam construction technology flow charts under marine environment；
Fig. 2 is that the present invention is based on super large cofferdam structure cross-section diagrams under marine environment；
Fig. 3 is that the present invention is based on back side super large cofferdam structure structural maps under marine environment；
Fig. 4 is that the present invention is based on upstream face super large cofferdam structure structural maps under marine environment；
Fig. 5 is that the present invention is based on super large cofferdam structure geologic maps under marine environment.
In figure: IV steel sheet pile of 1-YASP-, 2- TGXG, 3- geotextiles, two layers of antiseepage composite geo-membrane of 4-, 5-200mm
Thick blotter, 6-130mm thick film bag concrete mask, 7-400g/m2Geotextiles, 8- rubble is levelling, 9- filling bagged sand, and 10- bags
Dress clay, the cofferdam 11- axis, 12- upstream face, 13- back side, 14- gravelly sand, 15- Muddy Bottoms silty clay, 16- silty clay,
17- chiltern cohesive soil, 18- strong weathered granite, weathered granite in 19-, 20- geological exploration hole.
Specific embodiment:
Detailed content of the invention is told about by the following examples, and providing embodiment is the convenience for understanding, definitely not
The limitation present invention.
Research material:
This research material is related to Tunnel Engineering under a marine environment, and (segment length 0.8 over strait is public for 1.2 kilometers of tunnel overall length
In).Using two-lane class II highway standard, 40 kilometers/hour of desin speed, two-way two lane, lane width 2*3.75m.Vehicle
Road limit height 5.0m.Horizontal Clearance is each side 0.5m, remaining width 0.25m.Northern bank open section (K0+180-K0+330) knot
Configuration formula is U-type groove structure, and northern bank open section total length is 150m.Secretly burying section (K0+330-K1+190) is rectangular configuration, is secretly buried
Section total length is 860m, and southern bank open section (K1+190-K1+360) structure type is U-type groove structure, total length 170m.Channel
Clear span: open section 10.75m secretly buries a section 15.55m；Asphalt concrete pavement channel uses cofferdam cut and cover tunneling.According to prospecting ground
Matter Fig. 5 exploration 20 data of hole shows that about 1.5-5 meters of tunnel place's depth of water over strait is gravelly sand 14, Muddy Bottoms powder in 1-17 meters under riverbed
Matter clay 15, chiltern cohesive soil 17, is distributed strong weathered granite 18 at silty clay 16 down；Middle weathered granite 19, ground texture
It makes more complex.
Using the sand washing film bag of stacking, cofferdam is trapezoidal cross-section structure in cofferdam.Cofferdam weir body construction be divided into again eastern weir body and
Western weir body two parts.Cofferdam is swum apart from channel central axes about 200m, is connected with two sides bunding, upstream cofferdam is about 550m, downstream
Cofferdam is about 500m.Most deep 5m of the depth of water or so, north side 0~2m of the depth of water, cofferdam height are 4~9.5m, weir bottom maximum width
161.11m, weir crest width about 15m, weir body section size are big；If execution conditions need, with the increasing of the ocean depth of water, cofferdam height
Greatly, it can continue to increase weir bottom width degree, weir body section area be increased, to increase overall stability, the reliability in cofferdam.According to enclosing
Weir stepped height slope, upstream face gradient 1:3-1:4, back side gradient 1:4.The weir bottom in the cofferdam is equipped with TGXG,
It is located at the symmetrical position of width in the cofferdam and is respectively provided with one of steel sheet pile sealing at the slope foot of the cofferdam back side
Curtain, one of steel plate pile water stopping curtain is arranged in cofferdam, and cofferdam back side slope foot is arranged one of steel plate pile water stopping curtain, increases
Weir body rigidity keeps cofferdam more stable, reliable；In conjunction with twice steel plate pile water stopping curtain, weir body impermeability is greatly increased, is better able to
The immersion and infiltration for resisting ocean water, prevent from washing away, flood-protection.The steel plate pile water stopping curtain is by Lashen IV type steel sheet pile structure
At circumferentially every the pre-buried Grouting Pipe of 1m on the steel plate pile water stopping curtain, the outer diameter of the Grouting Pipe is 30mm, interior
Diameter 26mm, the bottom end of the Grouting Pipe are conical pipe.In the sand washing film bag of stacking, seam between layers is applied using the fissure of displacement
Work, fissure of displacement spacing >=2m；The overlap joint faulting of slab ends and seam crossing of cofferdam back side sand washing film bag are successively equipped with screed-coat, geotextile layer
And bed course, the screed-coat and bed course are metalling, the geotextiles be 400g/m geotextiles, the bed course with a thickness of
200~400mm；Anti-seepage geomembrane, blotter and concrete facing are successively arranged on the upstream face of cofferdam, the blotter
With a thickness of 200mm, the concrete facing with a thickness of 130mm.The overlap joint faulting of slab ends and seam crossing of cofferdam back side sand washing film bag
It is successively equipped with screed-coat, geotextile layer and bed course, the screed-coat and bed course are metalling, and the geotextiles are 400g/m
Geotextiles, the bed course with a thickness of 200~400mm；Be successively arranged on the upstream face of cofferdam anti-seepage geomembrane, blotter and
Concrete facing, the blotter with a thickness of 200mm, the concrete facing with a thickness of 130mm.
The quantity of cofferdam construction includes coffering construction, depth is widened in auxiliary river and upstream is blocked water closure dam and built
If.About 60 ten thousand stere of cofferdam construction project amount, about 250 ten thousand stere of waterway dredging project amount above swim across water closure dam hydraulic reclamation work
About 30 ten thousand stere of journey amount.
Open trench tunnel excavation of foundation pit requires excavation slope stability height, deformation of sedimentation small；And the duration is tight, it is desirable that construction speed
Degree is fast, so being directed to the above critical factor analysis.
In order to solve open trench tunnel excavation of foundation pit, slope stability is high, deformation of sedimentation is small；And the fast problem of speed of application,
For the above-mentioned construction technology based on super large cofferdam under marine environment, steps are as follows:
Step 1: cofferdam surveying and locating and the dredging of weir location:
Cofferdam film bag installation site is obtained using RTK-GPS, cofferdam film bag installation site is measured, and measures and puts
Sample；Ensure that underwater film bag position is accurate, the pre-installation dredged using rake suction to cofferdam film bag according to the position of surveying and locating
Position carries out weir location Dredging Construction；Then, by drag suction dredger, the cofferdam film bag position of surveying and locating is reached, carries out weir location
Dredging Construction.Under normal circumstances, dredging on one side navigate by water while；Then the laying of weir bottom TGXG, weir bottom shown in Fig. 2 are carried out
It carries out TGXG 2 or geotextiles 3 is laid with, form is combined using artificial and mechanical laying and is constructed.Offshore section is manually
It is laid with, profundal zone is laid with using mechanical.
Step 2: film bag fills sand, including the positioning of film bag and laying:
The positioning of film bag fixes the positioning of film bag with positioning row or steel pipe pitching pile surrounding and combines construction, seam between layers
It is constructed using the fissure of displacement, fissure of displacement spacing >=2m；Water surface area above according to the position of initial survey setting-out, using manual method into
The laying of row film bag.
Profundal zone shown in Fig. 2 arranges ship film bag and fills sand loading 9, and profundal zone carries out the laying of film bag using Working Ships, and rake inhales ship
Fortune is husky directly to be filled.Film bag is first mounted on Working Ships by work progress, and Working Ships paving frame slowly stretches out film bag, Bian Shenbian
Rake is inhaled into connecting for sand tube and cuff for ship.Cuff is handled using slip-knot, and bundle is carried out after sandpipe extraction in fact, avoids filling
Sand is gone to outside film bag during sand.Fill husky sequence since cofferdam section on one side fill, when being charged to design thickness, gradually
It is filled to another side, complete film bag of finally filling, and reaches code requirement.
The phytal zone Fig. 2 artificial membrane bag fills sand loading 9: when low tide or cofferdam construction to certain elevation (0.0m~1.0m),
The cofferdam depth of water, which can satisfy, to be lauched when requiring, using row's pump for husky artificial paving bag filling.Row pump by floating mat load diesel engine unit and
Mortar pump, manually wear life jacket and be lauched, sediment transport pipe is inserted directly into the sand pocket laid directly charge paving bag charge.Floating mat can show
Field is rolled, and can also rent local canoe as buoying device.
Step 3: anti-seepage geomembrane, that is, geotextile laying:
After film bag weir body is fills up to designed elevation, as shown in figure 4, on the outside of cofferdam and upstream face be laid with anti-seepage geotextile be
Geotextile laying, anti-seepage geotextile heavy weight diving lash ship by, which is laid with, to be completed, and is carried out, is paved using fair current or countercurrent direction when paving
The distance of 2~3 meters of every movement throws rubble of throwing in the process or bagged sand packet pushes down the anti-seepage geotextile to pave, on preventing
It is floating.Anti-seepage geotextile 4 divides land laying and underwater laying.Underwater portion be easy to cause soil due to being influenced by water flow and the depth of water
Phenomena such as work cloth is by floating, folding, even washed away displacement.In order to meet the requirement of construction, it is ensured that process of deployment it is effective
Safety is drawn previous experiences, is laid with using reliable method.
Anti-seepage geotextile 4 is subjected to sewing splicing in land first, then by it on geotextile laying drum,
A length of 30 meters of drum.Side seam side is wound under normal circumstances, while both sides are manually straightened to prevent work cloth in winding process
Bending fold.
(1) load onto ship: the drum that shipment is mainly wound with geotextiles, which is hung on the cantilever crane of earthwork cloth laying ship, fixes it.
(2) be laid with positioning: being laid with positioning is the critical process in entire process of deployment, it is directly related to laying quality
Quality.It is in place that this engineering uses RTK-GPS positioning system to carry out shifting ship, and location data is inputted computer, according to computer screen
The hull position of real-time display on curtain, move that ship is in place, carries out the laying positioning operation of native antiseepage work cloth 4.
(3) anti-seepage geotextile 4 plays the fixation of initial line: in the side played initial line and pressure is used to fill out rubble packet that anti-seepage geotextile is laid with
Method carries out compacting fixation, and the method construction of insertion steel-pipe pile stationary positioned can be used when necessary.
(4) Fig. 4 anti-seepage geotextile 4 is laid with: after hull is accurately positioned, being played initial line in geotextile laying and is fixed, open
Dynamic windlass slowly moves ship and is laid with according to the position location of Survey Software display screen.It rectifies a deviation in time when displacement wanders off.By
It is operated under water in entire paving process, fair current or countercurrent direction is used to carry out as far as possible when paving.Simultaneously in paving process
In 2~3 meters or so of every movement of distance must throw and throw rubble or bagged sand packet pushes down the geotextiles to pave, prevent it from
It is floating.
Step 4: the construction of steel plate pile water stopping curtain:
Before squeezing into steel sheet pile, to guarantee pile sinking axial location and vertical degree, the leading truck that certain rigidity must be arranged draws
It leads, leading truck can be used channel steel and be made.Before leading truck is installed, weir crest is manually flattened, is placed into so that leading truck is smooth
Weir crest.It squeezes into during steel sheet pile, is guided using leading truck.
Steel sheet pile as shown in Figure 2 uses import Lashen IV type steel sheet pile 1.Film bag weir body back-up sand 9 is to designed elevation
Afterwards, steel sheet pile construction is carried out.Steel sheet pile construction uses Z550 type hydraulic vibration pile-sinking machine, makees the major impetus of steel sheet pile pile sinking.
Piling machine is that excavator liquid feeding presses high-frequency vibratory hammer to convert, and exciting force reaches 220kN.
Steel sheet pile construction is using individually method is squeezed into, to make the sheet pile after setting have enough rigidity and good sealing to make
With.The method is to start first starting point steel sheet pile of injection since the intermediate of cofferdam, then respectively past cofferdam front-rear direction start by
Root cutting is beaten, and every steel sheet pile gets to end midway from and do not stop.
Since monolithic is squeezed into, easily banking, cumulative errors are not easy to correct, and metope straightness is difficult to control, steel sheet pile
It should be noted the following during squeezing into.
(1) it requires steel sheet pile to be close to leading truck when driving piles, and checks the axis of leading truck at any time.
(2) piling machine slings steel sheet pile, and artificial righting is in place.
(3) single pile notices that height of pile top should not differ too big by the continuous injection of root.
(4) measurement monitors the gradient of every pile at any time during inserting piling, when gradient be more than 2% cannot be with pulling together method tune
Timing is pulled up and is beaten again.
There is infiltration phenomenon for prevention, steel sheet pile is every the pre-buried slip casting iron pipe of 1m, outer tube diameter 30mm, internal diameter 26mm,
Bottom sharpening aperture, i.e., the bottom end of the described Grouting Pipe are conical pipe；It, can be from Grouting Pipe toward steel sheet pile bottom if there is cofferdam infiltration
Carry out grouting for water plugging.
Step 5: the mask and Hu Ding in cofferdam:
To ensure that weir body is stablized, when geomembrane enveloped concrete slope protection construction, is considered as the influence of inside and outside head difference, therefore steel sheet pile
After construction, cofferdam internal drainage is carried out first, is then carried out the processing of back side slope protection, is then carried out at upstream face slope protection again
Reason finally carries out weir crest mask.
With cofferdam axis 11, it is divided into Fig. 3 back side and Fig. 4 upstream face, two sides cofferdam mask way is different.
(1) on the back side in cofferdam, back side as shown in Figure 3 is wrong to the overlap joint between film bag and film bag with rubble first
Platform and seam carry out levelling 8 processing of rubble, are then laid with one layer of 400g/m geotextiles 7, be finally laid in geotextiles with a thickness of
200 blotter 5.
(2) on the upstream face in cofferdam, upstream face as shown in Figure 4 is laid on anti-seepage geomembrane 4 with a thickness of 200mm's
Then blotter 5 is poured on blotter with a thickness of 130mm geomembrane enveloped concrete mask 6.
(3) as shown in figure 4, cofferdam shield top carries out packed clay 10, it is then laid with the rubble mask of 200mm thickness above.
Using construction method of the present invention formed cofferdam stabilization each judge index such as: rate of settling vs≤10.0mm/
D, deep layer lateral displacement rate vm≤5.0mm/d, surface horizontal displacement rate vf≤5.0mm/d are all satisfied related code requirement,
And weir body does not occur percolating water phenomenon during tunnel excavation and main structure construction, has withstood multiple typhoon test, it can
That has hated prevents from washing away.It can be seabed tunnel engineering, large-scale dam the present invention is based on super large cofferdam construction technology under marine environment
The similar engineerings such as engineering, natural flow station engineering are improved can refer to and be instructed according to experience.
In terms of in view of tunnel main body Pit Excavation Methods, local environment, construction period and quality safety, using punching
The construction technology that sand film bag+steel sheet pile combines.Previous tunnel is using construction periods such as shield method, shallow burial hidden digging, immersed tunnelling methods
Long, working face is small；It cannot be segmented, construct simultaneously.Open trench tunnel earth rock cofferdam, earth-bag cofferdam, waterproof, infiltration effect are poor.Open cut
Tunnel steel sheet pile cofferdam, self-stability is poor, need to add bracing members；Open trench tunnel reinforced concrete sheeting cofferdam, later period removal cost
It is higher.And using the present invention is based on the construction technologies in super large cofferdam under marine environment.Combined using sand washing film bag+steel sheet pile
Construction technology, using filling sand film bag, trapezoidal cross-section structure, one of steel sheet pile is respectively arranged in weir crest and cofferdam back side slope foot in cofferdam
Water-stop curtain.The advantage and disadvantage for drawing both film sack cofferdam and steel sheet pile, the advantages of the two, is combined, and is formed securely, reliably
Weir body.Such construction is simple, is available locally；Speed of application is fast, can shorten the construction period, ease off the pressure for follow-up work；Stablize
Property, durability it is good, can preferably prevent from washing away, flood-protection, resist typhoon；Steel plate pile water stopping curtain is added, it is more rigid,
Barrier properties are more preferable, can reach extraordinary water proof effect；Cofferdam demolition is convenient, speed is fast；Steel sheet pile can be used in turn, and be subtracted
Few financial pressure.
Although invention has been described above, but the invention is not limited in above-mentioned embodiment, on
The specific embodiment stated is only schematical, rather than restrictive, and those skilled in the art are of the invention
Under enlightenment, without deviating from the spirit of the invention, many variations can also be made, these belong to protection of the invention it
It is interior.
Claims (9)
1. a kind of structure based on the super large cofferdam under marine environment, sand washing film bag and steel sheet pile including stacking, cofferdam are broken
Face is trapezoidal, it is characterised in that:
The weir crest width in the cofferdam is 15m, and the height in the cofferdam is 4~9.5m, and the cofferdam is classified slope in height,
The upstream face gradient is 1:3~1:4, and the back side gradient is 1:4；
The weir bottom in the cofferdam is equipped with TGXG, is located at the symmetrical position of width in the cofferdam and the cofferdam is carried on the back
One of steel plate pile water stopping curtain is respectively provided at the slope foot of the water surface, the steel plate pile water stopping curtain is made of Lashen IV type steel sheet pile,
Circumferentially every the pre-buried Grouting Pipe of 1m on the steel plate pile water stopping curtain, the outer diameter of the Grouting Pipe is 30mm, internal diameter
26mm, the bottom end of the Grouting Pipe are conical pipe；
In the sand washing film bag of stacking, seam between layers is constructed using the fissure of displacement, fissure of displacement spacing >=2m；
The overlap joint faulting of slab ends and seam crossing of cofferdam back side sand washing film bag are successively equipped with screed-coat, geotextile layer and bed course, described
Screed-coat and bed course are metalling, the geotextiles be 400g/m geotextiles, the bed course with a thickness of 200~400mm；
Be successively arranged anti-seepage geomembrane, blotter and concrete facing on the upstream face of cofferdam, the blotter with a thickness of
200mm, the concrete facing with a thickness of 130mm.
2. a kind of construction technology based on the super large cofferdam under marine environment, which is characterized in that the structure in cofferdam such as claim 1
The structure based on the super large cofferdam under marine environment, the construction technology in the cofferdam the following steps are included:
Step 1: obtaining cofferdam film bag installation site, and surveying and locating using RTK-GPS；It is utilized according to the position of surveying and locating
Rake suction, which is dredged, carries out weir location Dredging Construction to the pre-installed position of cofferdam film bag；Then the laying of weir bottom TGXG is carried out；
Step 2: film bag fills sand, including the positioning of film bag and laying:
The positioning of film bag fixes the positioning of film bag with positioning row or steel pipe pitching pile surrounding and combines construction, and seam between layers uses
Fissure of displacement construction, fissure of displacement spacing >=2m；
Water surface area above carries out the laying of film bag using manual method according to the position of initial survey setting-out；
Profundal zone carries out the laying of film bag using Working Ships；
Phytal zone hand packing film bag: when low tide or cofferdam construction are 0.0m~1.0m to elevation, the cofferdam depth of water be can satisfy
It is lauched when requiring, sediment transport pipe is inserted directly into for sand using row's pump by the film bag laid and directly charges paving bag；
Step 3: antiseepage geotechnique is laid with:
After film bag weir body is fills up to designed elevation, on the outside of cofferdam and upstream face is laid with anti-seepage geotextile, and anti-seepage geotextile is by
Heavy weight diving lash ship, which is laid with, to be completed, and is carried out when paving using fair current or countercurrent direction, the distance of 2~3 meters of every movement in paving process
It throws rubble of throwing or bagged sand packet pushes down the anti-seepage geotextile to pave, to prevent from floating；
Step 4: the construction of steel plate pile water stopping curtain:
Steel sheet pile therein uses Lashen IV type steel sheet pile, after film bag weir body is fills up to designed elevation, carries out steel sheet pile construction, institute
It include Z550 type hydraulic vibration pile-sinking machine and piling machine with equipment, the exciting force of the piling machine is 220kN；
Method is individually squeezed into the construction use of steel plate pile water stopping curtain, i.e., first starting point steel plate of injection since the centre in cofferdam
Then stake respectively circumferentially starts to be beaten by root cutting until forming steel plate pile water stopping curtain, often toward cofferdam to the two sides of starting point steel sheet pile
Root steel sheet pile gets to end midway from and does not stop；Circumferentially every the pre-buried slip casting of 1m on the steel plate pile water stopping curtain
Pipe, the outer diameter of the Grouting Pipe are 30mm, and internal diameter 26mm, the bottom end of the Grouting Pipe is conical pipe；
Step 5: the mask and Hu Ding in cofferdam:
On the back side in cofferdam, first with rubble between film bag and film bag overlap joint faulting of slab ends and seam carry out leveling, so
It is laid with one layer of 400g/m geotextiles afterwards, the blotter with a thickness of 200~400mm is finally laid in the geotextiles；
On the upstream face in cofferdam, the blotter with a thickness of 200mm is laid on anti-seepage geomembrane, then in the blotter
On pour with a thickness of 130mm geomembrane enveloped concrete mask；
It is laid with packed clay at the top in cofferdam, then re-lays the rubble mask of 200mm thickness.
3. the construction technology according to claim 2 based on the super large cofferdam under marine environment, which is characterized in that in step 1
In, the laying of weir bottom TGXG combines form construction using artificial and mechanical be laid with, wherein and offshore section is manually laid with,
Profundal zone is laid with using mechanical.
4. the construction technique according to claim 2 based on the super large cofferdam under marine environment, which is characterized in that in step
In rapid two, profundal zone carries out the laying of film bag using Working Ships, and rake is inhaled shipping sand and directly filled；Work progress is, first by film bag
It is mounted on Working Ships, Working Ships paving frame slowly stretches out film bag, and rake is inhaled connecting for the cuff of sand tube and film bag for ship when stretching
It connects, cuff is handled using slip-knot, when sandpipe is extracted into cuff is tied in fact naturally through slip-knot, avoids sand during filling husky
It goes to outside film bag；Fill husky sequence since cofferdam section on one side fill, when being charged to design thickness, gradually filled to another side
It fills out, complete film bag of finally filling.
5. the construction technology according to claim 2 based on the super large cofferdam under marine environment, which is characterized in that in step 2
In, the process of phytal zone hand packing film bag is: when low tide or cofferdam construction are 0.0m~1.0m to elevation, the cofferdam depth of water is full
Sufficient personnel are lauched when requiring, and using row's pump for husky artificial paving bag filling, row's pump includes the diesel engine unit that floating mat loads and mortar pump,
It manually wears after life jacket is lauched, sediment transport pipe is inserted directly into the film bag laid, then directly charges sand.
6. the construction technology according to claim 2 based on the super large cofferdam under marine environment, which is characterized in that in step 3
In, geotextiles carry out sewing splicing in land, by it on geotextile laying drum, a length of 30 meters of drum；Then, will
The drum for being wound with geotextiles has been fixed on the cantilever crane of heavy weight diving lash ship.
7. the construction technology in the super large cofferdam under Yu Haiyang environment according to claim 2, which is characterized in that in step 3
In, using RTK-GPS positioning system carry out move ship it is in place, anti-seepage geotextile rise initial line using pressure fill out rubble packet method carry out
It is fixed, or be fixed using the method for insertion steel-pipe pile.
8. the construction technology according to claim 2 based on the super large cofferdam under marine environment, which is characterized in that in step 4
In, it squeezes into before steel sheet pile, manually flattens weir crest, then, a leading truck is installed on weir crest, is squeezed into during steel sheet pile, is adopted
It is guided with leading truck.
9. the construction technology according to claim 2 based on the super large cofferdam under marine environment, which is characterized in that carry out step
Before five, cofferdam internal drainage is carried out.
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| CN113957913A (en) * | 2020-07-20 | 2022-01-21 | 广西建工集团海河水利建设有限责任公司 | Construction method of film bag sand filling combined steel sheet pile cofferdam |
| CN115467351A (en) * | 2022-08-27 | 2022-12-13 | 乐昌市恒源水电建筑工程有限公司 | Construction method of film bag sand filling combined steel sheet pile cofferdam |
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| CN115467351A (en) * | 2022-08-27 | 2022-12-13 | 乐昌市恒源水电建筑工程有限公司 | Construction method of film bag sand filling combined steel sheet pile cofferdam |
| CN115467351B (en) * | 2022-08-27 | 2024-09-06 | 乐昌市恒源水电建筑工程有限公司 | Construction method of film bag sand filling combined steel sheet pile cofferdam |
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