CN101838993B - Construction technology of steel sheet pile cofferdam for Yellow River Channel internal support table construction - Google Patents

Construction technology of steel sheet pile cofferdam for Yellow River Channel internal support table construction Download PDF

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Publication number
CN101838993B
CN101838993B CN201010174611XA CN201010174611A CN101838993B CN 101838993 B CN101838993 B CN 101838993B CN 201010174611X A CN201010174611X A CN 201010174611XA CN 201010174611 A CN201010174611 A CN 201010174611A CN 101838993 B CN101838993 B CN 101838993B
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China
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construction
cofferdam
support
steel sheet
sheet pile
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CN201010174611XA
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Chinese (zh)
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CN101838993A (en
Inventor
刘建新
杜越
张永民
赵选利
王永丽
张照龙
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中铁二十局集团有限公司
中铁二十局集团第一工程有限公司
中铁二十局集团第三工程有限公司
中铁二十局集团第五工程有限公司
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Priority to CN201010174611XA priority Critical patent/CN101838993B/en
Publication of CN101838993A publication Critical patent/CN101838993A/en
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Publication of CN101838993B publication Critical patent/CN101838993B/en

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Abstract

The invention discloses a construction technology of a steel sheet pile cofferdam for Yellow River Channel internal support table construction. A construction support table is an underwater support table arranged in a Yellow River Channel. The technology comprises the following steps of firstly, determining a structure and the size of a used cofferdam in the process of underwater support table construction; secondly, surveying and setting out; thirdly, constructing the cofferdam; fourthly, constructing a bored pile at the bottom of the support table; fifthly, constructing the support table: carrying out forming construction of the underwater support table on the top of the bored pile after construction when the bored pile construction is finished, and finishing integrative construction of the bored pile and the underwater support table; and sixthly, constructing a pier column at the upper part of the support table. The invention has the advantages of reasonable design, convenient construction and low construction cost, carrys out construction by adopting an integrative construction method of the support table and the bored pile and can efficiently solve the defects of long construction period, large investment, needs of setting up a plurality of construction platforms, large construction difficulty and the like in the successive construction process of the bored pile and the support table in the traditional construction process of the steel sheet pile cofferdam.

Description

Bearing platform construction is used steel sheet pile cofferdam construction technology in the Yellow River Channel
Technical field
The invention belongs to bearing platform construction technical field in the Yellow River Channel, especially relate to the interior bearing platform construction of a kind of Yellow River Channel and use steel sheet pile cofferdam construction technology.
Background technology
Along with China's rapid growth of economy, the national basis construction constantly increases, and strategy---all pontoon bridges on the Yellow River will be replaced by Yellow River Bridge will to implement " with bridge for ship ".And in China the Yellow River middle and upper reaches area, there is ice flood season in the Yellow River, and the alluvial flat area is very big, and steel sheet-pile cofferdam design scheme and clear under water based method can be applicable to the big bridge construction of the Yellow River middle and upper reaches.
Stirrup mouth the Yellow River, Baotou grand bridge total length 6355m; Be positioned on the Hetao Plain on Baotou, the Inner Mongol and circle, Erdos; This area's physical features is smooth, vegetation is rare; Underground water is main with Quaternary system flusch hole diving and semiconfined water type mainly, and its aquifer lithology is upper Pleistocene series~Holocene series the Yellow River towards proluvial powder fine sand, medium coarse sand, gravel and towards the proluvial sandy loam.The main bridge total length 1.01km of stirrup mouth the Yellow River, Baotou grand bridge counts 1 and strides, and structural shape is 55+9 * 100+55m, and superstructure is the variable cross-section continuous box girder, adopts the Hanging Basket cantilever construction; Substructure is a rectangular pier columns drilling pile foundation, and has big volume cushion cap on the drilled pile basis.All main bridge cushion caps all are positioned at the alluvial flat of the Yellow River, and the difficulty of construction of sand layer depth foundation ditch is very big.
Wherein, Totally ten two of main bridge cushion caps, physical dimension is respectively: 115# and 126# cushion cap are of a size of 12.5 * 8.5 * 3.0m, and 116~119# and 122~125# cushion cap are of a size of 14.4 * 14.4 * 4.0m; 120 with the 121# cushion cap be of a size of 18.8 * 12.44 * 4.5m; Wherein 122#~125# cushion cap is positioned at the Yellow River main stem, and 123# and 124# cushion cap be in main stem, and 122# and 125# are near the bank, the Yellow River.115~121# and 126# are positioned at the Yellow River alluvial flat scope, cushion cap buried depth 6~9m in the alluvial flat, and the darkest 123# cushion cap of underwater support table buried depth is at ordinary water level (+998.38m) following 9.38m.
Particularly: 122#~125# pier dimension of platform is 14.4m * 14.4m * 4.0m, cushion cap bottom surface elevation is followed successively by+and 993.5m, 990.5m, 991.5m and 994.9m.122# and 125# pier adopt builds island method construction drill stake.Geological condition: be followed successively by flour sand, medium sand, coarse sand, gravel, gravel and lam etc. from top to bottom.Steel sheet pile buries and partly is sandy gravel stratum.Hydrological data: designed flood frequency: 1/300; Design discharge: 7036m 3/ second.The construction ordinary water level is by+998.38m, and design water level is+1001.96m, the practice of construction water level is+998.5m about, flow velocity is 1.0m/s.The 123# and the 124# dimension of platform that are positioned at main stem are 14.4m * 14.4m * 4.0m.When pier bearing platform construction method is constructed in the existing water; Usually all adopt the drilled pile of construction cushion cap bottom earlier; Accomplish the construction of cushion cap and cushion cap top pier stud on the bored piles top that construction completion is accomplished again afterwards, thereby have number of drawbacks and deficiencies such as construction period is long, working procedure is loaded down with trivial details, the input manpower and materials are bigger.
Summary of the invention
Technical problem to be solved by this invention is to above-mentioned deficiency of the prior art; Provide the interior bearing platform construction of a kind of Yellow River Channel to use steel sheet pile cofferdam construction technology; It is reasonable in design, easy construction, construction cost is low and adopt cushion cap drilled pile integral construction method to construct, can effectively solve when drilled pile is successively constructed with cushion cap in the existing steel sheet pile cofferdam construction long, the investment of existing construction period greatly, need set up defective and deficiencies such as a plurality of operation platforms, difficulty of construction are big.
For solving the problems of the technologies described above, the technical scheme that the present invention adopts is: bearing platform construction is used steel sheet pile cofferdam construction technology in a kind of Yellow River Channel, and institute's construction cushion cap is the underwater support table that is positioned at the Yellow River main stem, it is characterized in that this technology may further comprise the steps:
Step 1, according to structure, size and the bottom absolute altitude of need constructions underwater support table; And the working space that need reserve when combining riverbed geology and the hydrologic regime and the cofferdam construction of job location; The structure and the size in used cofferdam when confirming the construction underwater support table, said cofferdam is surrounded by the steel sheet pile of multi-disc close proximity successively; Afterwards, according to the structure and the size in definite cofferdam, confirm quantity, size and the model of the construction used single steel plate stake in cofferdam;
Step 2, measure unwrapping wire: the construction lofting equipment that adopts the over-water construction setting out method and match and use, setting-out is measured in the center that sideline around the cofferdam and underwater support table bottom need the construction drill stakes;
Step 3, cofferdam construction: with reference to measure in the step 2 cofferdam that setting-out goes out around the sideline, and carry out inserting of multi-disc steel sheet pile by the cofferdam construction method of conventional underwater support table and beat and close up construction, and the cofferdam of acquisition after closing up; After treating that the cofferdam closes up, adopt water pumper and take out slurry equipment under water and draw water and underwater excavation, until the absolute altitude position, bottom that is excavated to underwater support table in inside, cofferdam; And draw water with the underwater excavation process in; Adopt the mode that draw water in limit from top to bottom or the underwater excavation limit is supported in installing; The inner installation in the multiple tracks supported in the cofferdam; And the quantity that supports in installing come surely according to cofferdam residing particular location in the main stem of the Yellow River, far away more apart from the river course center line of the Yellow River main stem, the quantity that interior support is installed by institute is few more;
Step 4, cushion cap bottom hole pile driving construction, its work progress may further comprise the steps:
401, the drilling construction platform is set up: used drilling construction platform when utilizing the interior support erection construction drilled pile of installation in the step 3, said drilling construction platform comprise the multiple tracks brace summer one set up in the support and are laid on the platform panel one on the multiple tracks brace summer one;
402, drilled pile construction: with reference to the center of measuring the need construction drill stake that setting-out goes out in the step 2; Utilize the said drilling construction platform of setting up completion in the step 401, and accomplish the drilled pile that underwater support table is supported by the job practices construction of drilled pile in the conventional water; The drilled pile top absolute altitude that construction is accomplished is corresponding with the top absolute altitude that needs the construction underwater support table;
Step 5, bearing platform construction: after drilled pile construction is accomplished, remove the drilling construction platform of setting up in the step 401, on the bored piles top of accomplishing of constructing, carry out the molding construction of underwater support table, just accomplish the integrated construction of said drilled pile and underwater support table;
The construction of step 6, cushion cap top pier stud: the pier stud that bridge superstructure is used is supported in construction on the underwater support table of construction molding, and after treating that the institute's pier stud of construct construction is accomplished, the interior support that dismounting cofferdam and inside thereof are installed.
Carry out in the above-mentioned steps three before the cofferdam construction,, accomplish the burial and construction of the used steel casing of construction drill stake earlier with reference to the center of measuring the need construction drill stake that setting-out goes out in the step 2; Afterwards, used cofferdam construction platform when utilizing the steel casing erection construction cofferdam bury underground again, and treat again said cofferdam construction platform to be removed after cofferdam construction is accomplished; Said cofferdam construction platform comprise set up the multiple tracks brace summer on the steel casing two be laid on the platform panel two on the multiple tracks brace summer two.
The said brace summer two of multiple tracks is assemblied into one and forms that monolithic supports roof beam structure and said brace summer two is i iron, and said platform panel two is formed by being installed in the multi-disc trestle beam that said monolithic supports on the roof beam structure; When setting up said cofferdam construction platform, the top outer at the steel casing is provided with the support bracket earlier, more said monolithic is supported roof beam structure afterwards and steadily is fixed on the steel casing and supports on the bracket.
When setting up said drilling construction platform in the above-mentioned steps 401, utilize the interior support of installation in the support bracket that is arranged on the steel casing and the step 3 to set up multiple tracks brace summer one corresponding setting up respectively on interior support and support bracket; On supporting in the both ends of said brace summer one are fixed on respectively and its underpart is supported and fixed on the steel casing through supporting bracket.
Treat in the above-mentioned steps three cofferdam close up the back and adopt water pumper with take out under water slurry equipment inside, cofferdam draw water and underwater excavation before; The concrete back cover is carried out in the zone under water that reply needs the absolute altitude place, bottom of construction underwater support table and is positioned at the steel casing outside, and the top absolute altitude of the concrete back cover layer that forms behind the back cover is corresponding with the bottom absolute altitude of the underwater support table that needs to construct.
The shape of cross section of underwater support table described in the above-mentioned steps one is a rectangle; Correspondingly the shape of cross section in the cofferdam of constructing is a rectangle in the step 2; Said steel sheet pile is a Larsen IV shaped steel sheet pile, and said cofferdam is made up of the angle stake of multi-disc Larsen IV shaped steel sheet pile and four Larsen IV shaped steel sheet piles.
The quantity that supports in described in the above-mentioned steps three is twice or three roads; Wherein support in the twice and comprise from top to bottom being installed in to support in supporting layer one, three road in the supporting layer one and second in first the cofferdam in and comprise and be installed in interior supporting layer two, second interior supporting layer two in first in the cofferdam and the 3rd interior supporting layer two from top to bottom.
Supporting layer two is by being installed in the inboard rectangle waling in cofferdam and four groups of symmetrical respectively oblique supports compositions that are laid on four interior angles of said rectangle waling all around in said first interior supporting layer one, the first interior supporting layer two and second; Supporting layer one and the 3rd interior supporting layer two include the cross hang that is installed in the inboard rectangle waling in cofferdam all around and is made up of to the horizontal support of laying in length and breadth twice in said second; The two ends of twice horizontal support are separately fixed on the rectangle waling and the middle part of the two is connected to one, and said cross hang is positioned at rectangle waling middle part.
The safeguard collar tie beam of said rectangle waling for surrounding by four road grits; The i iron that said grit is laid by the multi-disc level and two respectively level to be laid in the multi-disc i iron up and down the junction plate of both sides form; The multi-disc i iron is assembled into one through two junction plates, the right ends portion of said grit be fixed on the steel sheet pile and between its right ends portion and the steel sheet pile through up and down two support brackets and add and fasten; Said oblique support comprises the oblique support bar of the parallel laying of front and back twice and is connected the connecting rod between the oblique support bar of twice middle part.
It is a plurality of needing the quantity of construction drill stake in the above-mentioned steps two, and the quantity of the casing of steel described in the step 3 is identical with the quantity that needs the construction drill stake; Brace summer one described in the step 401 is Bei Leiliang.
The present invention compared with prior art has the following advantages:
1, reasonable in design, simple to operate and realize conveniently, the inserting of utilization steel sheet-pile cofferdam beaten and closed up technology, successfully solved the sealing problem in cofferdam, realized the operation of dried place.
2, because the particularity (being fine sand, flour sand layer) of the Yellow River geological condition; The present invention adopts corresponding clear base, back cover technological under water; Clear under water base adopts ZJQ type diving slag stock pump to carry out base clearly; The underwater concrete back cover adopts tremie method to carry out, and has successfully solved difficult problems such as the clear base of the large-volume concrete bearing platform of the 10-12m degree of depth, back cover, concreting under the ordinary water level.
3, formed cushion cap drilled pile construction integrated construction worker method: the steel sheet-pile cofferdam of constructing earlier, utilizing support system and casing to set up drilling platform (bracket is supported in welding on casing) on the cofferdam then, and after drilled pile is accomplished; The panel system and the Bei Leiliang that remove platform promptly can begin bearing platform construction later on, can practice thrift 2 months duration, adopt cushion cap drilled pile integral construction method; The reduction of erection time, also practiced thrift construction cost significantly, reduced lot of manpower and material resources; Easy construction simultaneously; Simple and easy to control, work progress is safe and reliable, and danger coefficient is lower.
4, economic and social benefit is very big, and application value is high, in the similar engineering work progress, bearing platform construction and bored pile construction scheme is combined, thereby have very big directive function afterwards as far as possible.
In sum; The present invention is reasonable in design, easy construction, construction cost is low and adopt cushion cap drilled pile integral construction method to construct; When improving efficiency of construction, shortening construction period; Also can practice thrift construction cost significantly, reduce the lot of manpower and material resources input, can effectively solve when drilled pile is successively constructed with cushion cap in the existing steel sheet pile cofferdam construction long, the investment of existing construction period greatly, need set up defective and deficiencies such as a plurality of operation platforms, difficulty of construction are big.
Through accompanying drawing and embodiment, technical scheme of the present invention is done further detailed description below.
Description of drawings
Fig. 1 is a construction flow chart of the present invention.
Fig. 2 is the structural representation of support in the inner institute in cofferdam in the present invention construction laying three roads.
Fig. 3 is the structural representation of the first interior supporting layer two among Fig. 2.
Fig. 4 is the structural representation of the second interior supporting layer two among Fig. 2.
Fig. 5 is the structural representation of the 3rd interior supporting layer two among Fig. 2.
Fig. 6 is the structural representation of the interior support of the inner institute in cofferdam in the present invention construction layings twice.
Fig. 7 sets up the structural representation of drilling construction platform for the present invention.
Fig. 8 is the A-A sectional view of Fig. 7.
Fig. 9 is the B-B sectional view of Fig. 7.
Description of reference numerals:
The 1-underwater support table; The 2-cofferdam; The 3-steel sheet pile;
Support in the 4-; 5-steel casing; 6-supports bracket;
Supporting layer one in the 7-1-first; Supporting layer one in the 7-2-second; Supporting layer in the 8-1-first
Two;
Supporting layer two in the 8-2-second; Supporting layer two in the 8-3-the 3rd; 9-rectangle waling;
The oblique support of 10-; The 11-horizontal support; 12-Bei Leiliang;
13-concrete back cover layer; 14-top layer steel plate; The 15-direction peg.
The specific embodiment
Bearing platform construction is used steel sheet pile cofferdam construction technology in a kind of Yellow River Channel as shown in Figure 1, and institute's construction cushion cap is the underwater support table 1 that is positioned at the Yellow River main stem, and this technology may further comprise the steps:
Step 1, according to structure, size and the bottom absolute altitude of need constructions underwater support table 1; And the working space that need reserve when combining riverbed geology and the hydrologic regime and the cofferdam construction of job location; The structure and the size in used cofferdam 2 when confirming construction underwater support table 1, said cofferdam 2 is surrounded by the steel sheet pile 3 of multi-disc close proximity successively; Afterwards, according to the structure and the size in definite cofferdam 2, confirm quantity, size and the model of construction cofferdam 2 used single steel plate stakes 3.
In the present embodiment; The shape of cross section of said underwater support table 1 is a rectangle; Correspondingly the shape of cross section in the cofferdam of constructing 2 is a rectangle in the step 2, and said steel sheet pile 3 is a Larsen IV shaped steel sheet pile, and said cofferdam 2 is made up of the angle stake of multi-disc Larsen IV shaped steel sheet pile and four Larsen IV shaped steel sheet piles.
The underwater support table of constructing 1 is of a size of 14.4m * 14.4m * 4.0m; Working space about 1m (being used for the drawing water of bearing platform construction process, leak stopping, a upright stripping etc.) will be arranged around considering; In conjunction with the size situation of each single steel plate stake, confirm that finally cross section that steel sheet-pile cofferdam 2 is is that rectangle and its are of a size of 17.6m * 17.6m, every limit in said cofferdam 2 is formed by 44 Larsen IV shaped steel sheet piles; Add 4 angle stakes on four angles, constitute whole cofferdam 2.Said Larsen IV shaped steel sheet pile specifically is of a size of long 15m or 18m, wide 0.4m and thick 15.5cm, Larsen IV shaped steel sheet pile W=2037cm 3Simultaneously, construction also will be paid close attention to the situation of change of upstream face river-bed scouring depth during underwater support table 1, in case of necessity must be in the cofferdam 2 arranged outside protection against erosion facilities, to guarantee the safety work of 2 cushion caps in the cofferdam.
Step 2, measurement unwrapping wire: the construction lofting equipment that adopts the over-water construction setting out method and match and use needs the center of construction drill stake to measure setting-out to sideline and underwater support table 1 bottom around the cofferdam 2.
Step 3, cofferdam construction: with reference to measure in the step 2 cofferdam 2 that setting-out goes out around the sideline, and carry out inserting of multi-disc steel sheet pile 3 by the cofferdam construction method of conventional underwater support table and beat and close up construction, and the cofferdam 2 of acquisition after closing up; After treating that cofferdam 2 closes up, adopt water pumper and take out slurry equipment under water and draw water and underwater excavation 2 inside, until the absolute altitude position, bottom that is excavated to underwater support table 1 in the cofferdam; And draw water with the underwater excavation process in; Adopt limit from top to bottom to draw water or 4 mode is supported in installing in the underwater excavation limit; 2 inner installations in the multiple tracks support 4 in the cofferdam; And it is fixed that the quantity of the interior support 4 of installing is come according to cofferdam 2 residing particular location in the main stem of the Yellow River, far away more apart from the river course center line of the Yellow River main stem, and the quantity of the interior support 4 of installing is few more.
In conjunction with Fig. 2, Fig. 3, Fig. 4, Fig. 5 and shown in Figure 6; During practice of construction; The quantity of support 4 is twice or three roads in said; Wherein support 4 in the twice and comprise and be installed in first in the cofferdam 2 supporting layer one 7-2 in supporting layer one 7-1 and second from top to bottom, support 4 in three the road in and comprise and be installed in first in the cofferdam 2 supporting layer two 8-2 and the 3rd interior supporting layer two 8-3 in supporting layer two 8-1, second from top to bottom.Wherein, apart from the closer underwater support table 1 of the river course center line of the Yellow River main stem, cofferdam 2 inner need support 4 in installation three roads during construction; The underwater support table 1 of the river course center line apart from the Yellow River main stem distant (as near the riverbank), cofferdam 2 inner need support 4 in the installation twice during construction.
In the present embodiment, carry out before the cofferdam construction,, accomplish the burial and construction of the used steel casing 5 of construction drill stake earlier with reference to the center of measuring the need construction drill stake that setting-out goes out in the step 2; Afterwards, used cofferdam construction platform when utilizing the steel casing 5 erection construction cofferdam 2 bury underground again, and treat again said cofferdam construction platform to be removed after cofferdam 2 constructions are accomplished.Said cofferdam construction platform comprise set up the multiple tracks brace summer on the steel casing 5 two be laid on the platform panel two on the multiple tracks brace summer two.During actual installation, the said brace summer two of multiple tracks is assemblied into one and forms that monolithic supports roof beam structure and said brace summer two is i iron, and said platform panel two is formed by being installed in the multi-disc trestle beam that said monolithic supports on the roof beam structure.When setting up said cofferdam construction platform, be provided with in the top outer of steel casing 5 earlier and support bracket 6, more said monolithic is supported roof beam structure afterwards and steadily be fixed on steel casing 5 and support on the bracket 6.
Actual when setting up said cofferdam construction platform; At first bracket 6 is supported in welding in steel casing 5 outsides; And will weld in groups good platform panel two and put and be placed on steel casing 5 tops and support on the bracket 6 and firm welding, utilize the trestle beam of crawler crane 8 12.66m of lay on suspension bridge then.When using said cofferdam construction platform, adopt crawler crane to exercise this cofferdam construction platform central authorities, can begin to install the leading truck pile tube and lay leading truck through the transition springboard to cofferdam 2 used guide devices are installed.In the present embodiment, the i iron that said platform panel two is laid by the multi-disc level and two respectively level to be laid in the multi-disc i iron up and down the junction plate of both sides form, and i iron used herein is the I36 i iron.
Before cofferdam 2 constructed, at first check vibrating hammer, because vibrating hammer is to make the key equipment that pulls out steel sheet pile 3; Must check specially that guarantee that circuit is unimpeded, function is normal before pulling out beating; The terminal voltage of vibrating hammer will reach 380-420V, and the clamping plate tooth can not have too many wearing and tearing.
Secondly, need also steel sheet pile 3 is checked that no matter the steel sheet pile 3 that is adopted is newly to purchase or lease, entering all need be checked arrangement before the job site, has only complete straight sheet pile can be transported into the scene.To the steel sheet pile 3 that repeatedly utilizes, especially to stress inspection, used steel sheet pile 3 is influenced by extraneous factor easily and is out of shape in pile pulling, transportation and stacking process, as not putting in order, is unfavorable for squeezing into.Inspection method can be used push trolley, places the standard sheet pile of a block length 1.5~2.0m above that, from first to last walks once along being examined steel sheet pile 3, and the discovery defective is adjusted at any time.After said steel sheet pile 3 arrangements, when transportation and stacking, to try one's best and not make its flexural deformation, avoid collision, especially can not continuous fore shaft be broken.Stacking the place should be smooth solid, does not produce big depression.The chock piece is answered in undermost steel sheet pile 3 bottoms.In addition, the steel sheet pile 3 of different section needs pile up separately, and 3 of every heap steel sheet piles will be reserved a routing, are convenient to the current of loop wheel machine or haulage vehicle.
Sheet pile axis after said guide device can be guaranteed to construct; Thereby insert when beating the guide device of steel sheet pile 3, to the closed space enclosing structure of ask for something, more need lead; The all available timber of used direction peg 15 or guide beam replaces, and the clear distance between guide beam is the sheet pile wall width.Be to keep accurate distance, can be between guide beam, at a certain distance, embedding one interim chock.Guiding device can split out and move to next section continuation use after using.The guide device that is adopted in the present embodiment is a direction peg 15, and the quantity of direction peg 15 is a plurality of.
Actual inserting when beating steel sheet pile 3 need be inserted with mobile crane or crawler crane on the bank earlier and beat steel sheet pile 3 and hang onto on the cofferdam construction platform, and be transported within the crawler crane job area, sling by crawler crane and slottingly just vibrates on one side open vibrating hammer then, Yi Bian slotting beating.
Insert beat steel sheet pile 3 before, for assurance steel sheet pile 3 closes up smoothly, should lay leading truck earlier.Inserting when beating steel sheet pile 3, first steel sheet pile 3 must just inserted, just beat, in order to avoid influence the steel sheet pile 3 of back.In whole steel sheet-pile cofferdam injection process, can insert a slice during beginning and beat a slice, be about to each sheet steel sheet pile 3 and get to design attitude, during to remaining last 20, insert afterwards earlier and beat; Wrong as if closing up, make it to close up to drawing with jack or tackle pulley, after closing up, get to projected depth more piecewise.Inserting the concrete job step of beating steel sheet pile 3 is: 1. in the fore shaft of steel sheet pile 3, be coated with butter; Settle suspension centre; Can utilize the pile pulling hole on the stake top according to crawler crane lifting height is jack, and like the crane insufficient height, available wire rope is tied up at the place more than 1/3 of steel sheet pile 3; Should there be clamping plate at the place of tying up, and is lined with wooden unit, rubber etc. with antiskid and the fore shaft distortion of suspension centre place, stressed back.2. be two of cable ropes in the lower end of steel sheet pile 3, during crawler crane lifting steel sheet pile 3 attitude close to the vertical shape, utilize cable rope control both forward and reverse directions.3. steel sheet pile 3 is in place inserts down, and it is the benchmark in whole cofferdam 2 that first steel sheet pile 3 inserted down along activity-oriented, the repeated measurement inspection, makes its direction vertical, and the position is accurate, can add supporting facility in case of necessity, the position, the left and right sides of control in guide device.4. move crawler crane, after steel sheet pile 3 was clamped, verticality, the position of further checking steel sheet pile 3 were inserted after the approval and are beaten.Make steel sheet pile 3 (first or first group) sink to the riverbed design elevation, 3 of other steel sheet piles are as the criterion to insert the stake of accomplishing fluently.Aim at fore shaft, control direction well, utilize deadweight to insert down, when deadweight can not force down when inserting, counterweight capable of using or tackle pulley are pressurizeed.
Said steel sheet pile 3 is inserted and is beaten in the process, guarantee that the integral body of steel sheet-pile cofferdam 2 is closed up, and should select the lower, riverbed for closing up face; Insert and to beat when closing up face, should accurately measure size, consider the performance of gap and steel sheet pile 3 of steel sheet pile 3 fore shafts own; Closing up the face size should be advisable greater than theoretical size 15-20cm, avoids closing up a mouthful undersized appearance: taking to be inserted to earlier the stable absolute altitude of stake with closing up mouthful adjacent 10-15 sheet (group) steel sheet pile 3 simultaneously, mainly is the adjustment that helps steel sheet pile 3; And the steel sheet pile 3 that closes up mouthful both sides has the discrepancy in elevation; Be convenient to pitching pile, after waiting to close up, again with 3 dozens of steel sheet piles to design elevation.It is following to close up mouthful solution:
1. steel sheet pile closes up mouthful size when all big up and down:
I, when size is up big and down small, at the steel sheet pile that closes up mouthful both sides 3 hanger that laterally arranges up and down, and the position be set decide according to the difference of size, utilize jack or angle pulley to carry out contraposition, till closing up until meeting the requirements.Its advantage is: steel sheet pile 3 subtends are parallel is drawn the both sides fore shaft that can guarantee stake in same plane, through to drawing, both sides steel sheet pile 3 is connected be beneficial to stable, is convenient to pitching pile and closes up.
II, under size big Shang hour, the hanger that steel sheet pile 3 tops are provided with should can be placed in contraposition under water, until closing up in case of necessity as far as possible to the arrangement of the bottom of steel sheet pile 3.
2. steel sheet pile closes up mouthful size up and down all hour:
Should be arranged on the position that closes up mouthful near the angle stake of closing up face one side this moment; With jack on the steel sheet pile top pushing tow with hanger is set; To close up mouth to both sides stretch-draw, adjustment is size up and down, but the fore shaft that will take to guarantee both sides steel sheet pile 3 is in same plane; Generally be inside and outside stake, to settle activity-oriented, force steel sheet pile 3 in the nose girder plane, to move.
The steel sheet pile of extracting 3 should in time be removed native sand, sloshes, and the steel sheet pile 3 that distortion is bigger simultaneously needs straightening, and complete steel sheet pile 3 will in time transport the building site, is stacked in smooth field on the ground.
Simultaneously; Treat cofferdam 2 close up the back and adopt water pumper with take out under water slurry equipment 2 inside, cofferdam draw water and underwater excavation before; The concrete back cover is carried out in the zone under water that reply needs the absolute altitude place, bottom of construction underwater support table 1 and is positioned at steel casing 5 outsides, and the top absolute altitude of the concrete back cover layer 13 that forms behind the back cover is corresponding with the bottom absolute altitude of the underwater support table 1 that needs to construct.
During practice of construction, because foundation bed is softer, in order to prevent steel sheet-pile cofferdam 2 inside slippages, the while, substrate was swelled, and must carry out the underwater concrete back cover for after preventing to draw water.The underwater concrete back cover adopts tremie method, and mouth is apart from basal surface 200~300mm at the bottom of the catheter tube, and conduit is top-loaded with funnel.Let funnel fill concrete before the perfusion, continue the supply concrete at perfusion beginning relief pump truck.When beginning to pour into; This moment the empty G&W in the conduit under the concrete weight by conduit at the bottom of mouth discharge; Moment, concrete pressed to substrate through conduit, around conduit, piled a smooth concrete cone, mouth at the bottom of the conduit buried make water not get into conduit by mouth the end of from.Then the concrete of perfusion pours in the cone through conduit continuously again.Along with the lifting of conduit, concrete is spread out under water and is raise, until reaching design elevation.
After cofferdam 2 closes up, support 4 installation in also must carrying out before the construction of drawing water, with the excessive construction safety that influences in the cofferdam 2 of waterproofing pressure.The cofferdam 2 of said rectangle should adopt the plane steel frame support to be advisable, and four angles are set to triangle, and its stability better; Can make the platform that draws water again, the installation of interior support 4 is carried out from top to bottom, Yi Bian draw water; Install on one side, its quantity is calculated decision according to water pressure and soil pressure.
The construction specific practice of support 4 is in said: after back cover C20 concrete strength must reach more than 90% under water; Carry out earlier supporting in first road and install; Draw water again and support that 0.5m place carries out supporting in the second layer setting under the absolute altitude to the second layer; Support in the second layer install after, continue to draw water and support under the absolute altitude 0.5m place in the 3rd layer and carry out supporting in the second layer and be provided with, below support is carried out successively according to the method described above.Supported 4 o'clock in being provided with, except consider stressed, also considered does not hinder on the weir in and constructs.Support 4 is provided with from top to bottom in said, Yi Bian draw water, Yi Bian install, according to water pressure and upward pressure calculating decision interior 4 the quantity that supports is set.
In the present embodiment, the supporting layer 8-1 and second interior supporting layer two 8-2 form by inboard rectangle waling 9 and four groups of symmetrical respectively oblique supports 10 that are laid on 9 four interior angles of said rectangle waling around being installed in cofferdam 2 in said first interior supporting layer one 7-1, first.Supporting layer one 7-2 and the 3rd interior supporting layer two 8-3 include the cross hang that is installed in the inboard rectangle waling 9 in cofferdam 2 all around and is made up of to the horizontal support of laying 11 in length and breadth twice in said second; The two ends of twice horizontal support 11 are separately fixed on the rectangle waling 9 and the middle part of the two is connected to one, and said cross hang is positioned at rectangle waling 9 middle parts.The safeguard collar tie beam of said rectangle waling 9 for surrounding by four road grits; The i iron that said grit is laid by the multi-disc level and two respectively level to be laid in the multi-disc i iron up and down the junction plate of both sides form; The multi-disc i iron is assembled into one through two junction plates, the right ends portion of said grit be fixed on the steel sheet pile 3 and between its right ends portion and the steel sheet pile 3 through up and down two support brackets 6 and add and fasten.Said oblique support 10 comprises the oblique support bar of the parallel laying of front and back twice and is connected the connecting rod between the oblique support bar of twice middle part.
I iron I36 shaped steel in the said rectangle waling 9, said horizontal support 11 is I45b shaped steel and 600mm steel pipe with oblique support 10, the spacing that supports 4 up and down in the twice is 2.5~3m.
After treating that cofferdam 2 closes up, when adopting water pumper and taking out slurry equipment under water 2 inside are drawn water with underwater excavation in the cofferdam, used water pumper displacement should be greater than 1.5-2.0 times of water percolating capacities in the cofferdam 2 (stay after exhausting 1-2 platform water pumper subsequent use).When drawing water, after discovery has tangible seepage, can outside the cofferdam 2 of seepage, be sidelong sawdust; Along with current ecto-entad person who lives in exile; In the slit that sawdust person who lives in exile steel sheet pile is 3, play the effect of leak stopping, also can with scraper dried sea-tangle or cotton yarn be injected in the slit of 3 of steel sheet piles in the inboard in cofferdam 2.
Since before the setting in the process of steel sheet pile 3, coating butter between its fore shaft, in order to sealing, but because the distortion or the other reasons of steel sheet pile 3 still have between the fore shaft to connect untight position, cofferdam 2 can leak usually.Therefore in pump process, adopt materials such as thin flax silk, sliver usually,, perhaps put in the crack outer periphery, carry secretly to the crack place with water and stop up voluntarily with sawdust refinement coal ash at steel sheet pile 3 inboard caulkeds, jam-pack.
In the present embodiment, the said slurry equipment of taking out under water is diving slag stock pump.After said cofferdam 2 closes up, install in first road and support 4, adopt diving slag stock pump to carry out underwater excavation, 1.5~2.0mm place below the bottom absolute altitude of suction mud to underwater support table 1 then.Said diving slag stock pump lifts with crawler crane, is convenient in time in 2 scopes of whole cofferdam, move, and rotates through the motor shaft impeller during work of diving slag stock pump; Energy is passed to slurry medium, make it to produce certain flow velocity, drive solids and flow; Realize the conveying of slurry; It also is provided with agitator arm except main impeller, can will be deposited in to extract after water-bed sludge stirs into turbulent flow.The s main working parameters of said diving slag stock pump is: rotating speed 980r/min, power 55kW, flow 250m 3/ h, lift 35m is interrupted through maximum particle size 35mm.To sum up, the underwater concrete back cover begins to draw water after finishing, and draws water and should suitably slowly carry out, and strengthens the state observation in cofferdam 2 simultaneously, checks whether each position (each angle stake place, cofferdam close up place etc.) has the serious phenomenon of obviously leaking, and in time takes measures; Be evacuated to riverbed when top, carry out careful perfect: be welded to connect place's angle bar, check the weldquality that supports each road in, can continue then to draw water bottom the cushion cap, guarantee the safety of whole pump process the inner supporting body system in whole cofferdam 2.
Step 4, cushion cap bottom hole pile driving construction, its work progress may further comprise the steps:
401, the drilling construction platform is set up: used drilling construction platform when utilizing the interior support 4 erection construction drilled piles of installation in the step 3, said drilling construction platform comprise the multiple tracks brace summer one set up in the support 4 and are laid on the platform panel one on the multiple tracks brace summer one.During actual setting up, said drilling construction platform is set up usually and in inner set second road, cofferdam 2, is supported on 4 the rectangle waling 9, can reduce input, and convenient construction.
Like Fig. 7, Fig. 8 and shown in Figure 9; In the present embodiment; When setting up said drilling construction platform, utilize the interior support 4 of installation in the support bracket 6 that is arranged on the steel casing 5 and the step 3 to set up, multiple tracks brace summer one is corresponding set up respectively interior support 4 with support on the bracket 6; Supporting on 4 and its underpart in the both ends of said brace summer one are fixed on respectively is supported and fixed on the steel casing 5 through supporting bracket 6.Said brace summer one is a shellfish thunder beam 12.Said platform panel one is a top layer steel plate 14.
402, drilled pile construction: with reference to the center of measuring the need construction drill stake that setting-out goes out in the step 2; Utilize the said drilling construction platform of setting up completion in the step 401, and accomplish the drilled pile that underwater support table 1 is supported by the job practices construction of drilled pile in the conventional water; The drilled pile top absolute altitude that construction is accomplished is corresponding with the top absolute altitude that needs construction underwater support table 1.
Step 5, bearing platform construction: after drilled pile construction is accomplished, remove the drilling construction platform of setting up in the step 401, on the bored piles top of accomplishing of constructing, carry out the molding construction of underwater support table 1, just accomplish the integrated construction of said drilled pile and underwater support table 1.
The construction of step 6, cushion cap top pier stud: the pier stud that bridge superstructure is used is supported in construction on the underwater support table 1 of construction molding, and after treating that the institute's pier stud of construct construction is accomplished, the interior support 4 that dismounting cofferdam 2 and inside thereof are installed.
After said underwater support table 1 is accomplished with the construction of cushion cap top pier stud and the concrete strength of treating the two all reaches certain intensity, remove the residue in the cofferdam 2, just can carry out pile pulling (promptly extracting steel sheet pile 3).Before pile pulling, should in cofferdam 2, draw water and reach certain water level, support 4 in removing from lower to upper simultaneously, after interior support 4 complete removals in cofferdam 2 are intact, and when treating that the inside and outside water level in cofferdam 2 is identical, can carry out pile pulling.During pile pulling, can reduce the frictional force between steel sheet pile 3 and soil and the steel sheet pile 3 by the loosening steel sheet pile 3 of jack; Sling by crawler crane waterborne then; When steel sheet pile 3 also has bigger frictional force, when crawler crane can not be sling, should on steel sheet pile 3, set up fulcrum; Crane barge continues upwards to become flexible with jack, till can hang.
In the present embodiment, it is a plurality of needing the quantity of construction drill stake in the step 2, and the quantity of the casing of steel described in the step 35 is identical with the quantity that needs the construction drill stake.
In each underwater support table 1 practice of construction process; Load, upstream face side volume flowing pressure, the vertical bearing capacity of the steel sheet pile of installing 3 that also needs to bear each underwater support table 1, ground swell sand cheated by steel sheet-pile cofferdam and bottom concrete is stressed, the stressing conditions of support 4 carries out checking computations in the resistance to overturning in the embedded depth of the stability against floating property in cofferdam 2, steel sheet pile 3, cofferdam 2, each road; And measure with lining rope band plummet during practice of construction and according to measurement the absolute altitude in the construction is controlled, said plummet is the flat conulite that becomes with welded steel plate.
The above; It only is preferred embodiment of the present invention; Be not that the present invention is done any restriction, every technical spirit changes any simple modification, change and the equivalent structure that above embodiment did according to the present invention, all still belongs in the protection domain of technical scheme of the present invention.

Claims (10)

1. the interior bearing platform construction of Yellow River Channel is used steel sheet pile cofferdam construction technology, and institute's construction cushion cap is the underwater support table (1) that is positioned at the Yellow River main stem, it is characterized in that this technology may further comprise the steps:
Step 1, according to structure, size and the bottom absolute altitude of need constructions underwater support tables (1); And the working space that need reserve when combining riverbed geology and the hydrologic regime and the cofferdam construction of job location; The structure and the size of used cofferdam (2) when confirming construction underwater support table (1), said cofferdam (2) are surrounded by the steel sheet pile (3) of multi-disc close proximity successively; Afterwards, according to the structure and the size in definite cofferdam (2), confirm quantity, size and the model of construction cofferdam (2) used single steel plate stakes (3);
Step 2, measure unwrapping wire: the construction lofting equipment that adopts the over-water construction setting out method and match and use, setting-out is measured in the center that sideline around cofferdam (2) and underwater support table (1) bottom need the construction drill stakes;
Step 3, cofferdam construction: with reference to measure in the step 2 cofferdam (2) that setting-out goes out around the sideline, and carry out inserting of multi-disc steel sheet pile (3) by the cofferdam construction method of conventional underwater support table and beat and close up construction, and the cofferdam (2) of acquisition after closing up; After treating that cofferdam (2) closes up, adopt water pumper and take out slurry equipment under water and draw water and underwater excavation (2) inside, until the absolute altitude position, bottom that is excavated to underwater support table (1) in the cofferdam; And draw water with the underwater excavation process in; Adopt limit from top to bottom to draw water or the mode of (4) is supported on the underwater excavation limit in installing; The inner installation supported (4) in the multiple tracks in cofferdam (2); And it is fixed that the interior quantity that supports (4) of installing is come according to cofferdam (2) residing particular location in the main stem of the Yellow River, far away more apart from the river course center line of the Yellow River main stem, and the quantity of the interior support (4) of installing is few more;
Step 4, cushion cap bottom hole pile driving construction, its work progress may further comprise the steps:
401, the drilling construction platform is set up: used drilling construction platform when utilizing interior support (4) the erection construction drilled pile of installation in the step 3, said drilling construction platform comprise the multiple tracks brace summer one set up in the support (4) and are laid on the platform panel one on the multiple tracks brace summer one;
402, drilled pile construction: with reference to the center of measuring the need construction drill stake that setting-out goes out in the step 2; Utilize the said drilling construction platform of setting up completion in the step 401, and accomplish the drilled pile that underwater support table (1) is supported by the job practices construction of drilled pile in the conventional water; The drilled pile top absolute altitude that construction is accomplished is corresponding with the top absolute altitude that needs construction underwater support table (1);
Step 5, bearing platform construction: after drilled pile construction is accomplished; Remove the drilling construction platform of setting up in the step 401; On the bored piles top of accomplishing of constructing, carry out the molding construction of underwater support table (1), just accomplish the integrated construction of said drilled pile and underwater support table (1);
The construction of step 6, cushion cap top pier stud: go up construction at the underwater support table (1) of construction molding and support the pier stud that bridge superstructure is used, and after treating that the institute's pier stud of construct construction is accomplished, the interior support (4) that dismounting cofferdam (2) and inside thereof are installed.
2. use steel sheet pile cofferdam construction technology according to bearing platform construction in the described Yellow River Channel of claim 1; It is characterized in that: carry out in the step 3 before the cofferdam construction; Earlier, accomplish the burial and construction of the construction drill used steel casing of stake (5) with reference to the center of measuring the need construction drill stake that setting-out goes out in the step 2; Afterwards, used cofferdam construction platform when utilizing steel casing (5) the erection construction cofferdam (2) bury underground again, and treat again said cofferdam construction platform to be removed after cofferdam (2) construction is accomplished; Said cofferdam construction platform comprises the multiple tracks brace summer of setting up on steel casing (5) two and is laid on the platform panel two on the multiple tracks brace summer two.
3. use steel sheet pile cofferdam construction technology according to bearing platform construction in the described Yellow River Channel of claim 2; It is characterized in that: the said brace summer two of multiple tracks is assemblied into one and forms that monolithic supports roof beam structure and said brace summer two is i iron, and said platform panel two is formed by being installed in the multi-disc trestle beam that said monolithic supports on the roof beam structure; When setting up said cofferdam construction platform, be provided with in the top outer of steel casing (5) earlier and support bracket (6), more said monolithic is supported roof beam structure afterwards and steadily be fixed on steel casing (5) and the support bracket (6).
4. use steel sheet pile cofferdam construction technology according to bearing platform construction in the described Yellow River Channel of claim 3; It is characterized in that: when setting up said drilling construction platform in the step 401; Utilization is arranged on the interior support (4) of installation in support bracket (6) and the step 3 on the steel casing (5) and sets up multiple tracks brace summer one corresponding setting up respectively in the interior support (4) of installation; The both ends of said brace summer one are fixed in the interior support (4) respectively and its underpart is supported and fixed on the steel casing (5) through supporting bracket (6).
5. use steel sheet pile cofferdam construction technology according to bearing platform construction in claim 2, the 3 or 4 described Yellow River Channels; It is characterized in that: treat in the step 3 cofferdam (2) close up the back and adopt water pumper with take out under water slurry equipment inside, cofferdam (2) draw water and underwater excavation before; The concrete back cover is carried out in the zone under water that reply needs the absolute altitude place, bottom of construction underwater support table (1) and is positioned at steel casing (5) outside, and the top absolute altitude of the concrete back cover layer (13) that forms behind the back cover is corresponding with the bottom absolute altitude of the underwater support table (1) that needs to construct.
6. use steel sheet pile cofferdam construction technology according to bearing platform construction in the described Yellow River Channel of each claim in the claim 1 to 4; It is characterized in that: the shape of cross section of underwater support table described in the step 1 (1) is a rectangle; Correspondingly in the step 2 the shape of cross section in the cofferdam of constructing (2) be rectangle; Said steel sheet pile (3) is a Larsen IV shaped steel sheet pile, and said cofferdam (2) are made up of the angle stake of multi-disc Larsen IV shaped steel sheet pile and four Larsen IV shaped steel sheet piles.
7. use steel sheet pile cofferdam construction technology according to bearing platform construction in the described Yellow River Channel of claim 6; It is characterized in that: the quantity that supports (4) in described in the step 3 is twice or three roads; Wherein support (4) in the twice and comprise and be installed in first in the cofferdam (2) supporting layer one (7-2) in the supporting layer one (7-1) and second from top to bottom, support (4) in three the road in and comprise and be installed in supporting layer two (8-1) in first in the cofferdam (2), the second interior supporting layer two (8-2) and the 3rd interior supporting layer two (8-3) from top to bottom.
8. use steel sheet pile cofferdam construction technology according to bearing platform construction in the described Yellow River Channel of claim 7, it is characterized in that: in said first in the supporting layer one (7-1), first in the supporting layer two (8-1) and second supporting layer two (8-2) by be installed in the inboard all around rectangle waling (9) in cofferdam (2) and four groups respectively symmetry be laid in oblique support (10) composition on (9) four interior angles of said rectangle waling; Supporting layer one (7-2) and the 3rd interior supporting layer two (8-3) include the cross hang that is installed in the inboard rectangle waling (9) in cofferdam (2) all around and is made up of to the horizontal support of laying (11) in length and breadth twice in said second; The two ends of twice horizontal support (11) are separately fixed on the rectangle waling (9) and the middle part of the two is connected to one, and said cross hang is positioned at rectangle waling (9) middle part.
9. use steel sheet pile cofferdam construction technology according to bearing platform construction in the described Yellow River Channel of claim 8; It is characterized in that: the safeguard collar tie beam of said rectangle waling (9) for surrounding by four road grits; The i iron that said grit is laid by the multi-disc level and two respectively level to be laid in the multi-disc i iron up and down the junction plate of both sides form; The multi-disc i iron is assembled into one through two junction plates, the right ends portion of said grit be fixed on that steel sheet pile (3) is gone up and its right ends portion and steel sheet pile (3) between through about two support brackets (6) add and fasten; Said oblique support (10) comprises the oblique support bar of the parallel laying of front and back twice and is connected the connecting rod between the oblique support bar of twice middle part.
10. use steel sheet pile cofferdam construction technology according to bearing platform construction in the described Yellow River Channel of claim 3, it is characterized in that: it is a plurality of needing the quantity of construction drill stake in the step 2, and the quantity of the casing of steel described in the step 3 (5) is identical with the quantity that needs the construction drill stake; Brace summer one described in the step 401 is Bei Leiliang (12).
CN201010174611XA 2010-05-17 2010-05-17 Construction technology of steel sheet pile cofferdam for Yellow River Channel internal support table construction CN101838993B (en)

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