CN101838993A - 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 PDFInfo
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- CN101838993A CN101838993A CN 201010174611 CN201010174611A CN101838993A CN 101838993 A CN101838993 A CN 101838993A CN 201010174611 CN201010174611 CN 201010174611 CN 201010174611 A CN201010174611 A CN 201010174611A CN 101838993 A CN101838993 A CN 101838993A
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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
Technical field
The invention belongs to bearing platform construction technical field in the Yellow River Channel, especially relate to bearing platform construction steel sheet pile cofferdam construction technology in a kind of Yellow River Channel.
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 middle and upper reaches area, China the Yellow River, 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 mainly based on Quaternary system flusch hole diving and semiconfined water type, 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 the large 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, 116～119# and 122～125# cushion cap are of a size of 14.4 * 14.4 * 4.0m, 120 and 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, finish the construction of cushion cap and cushion cap top pier stud on the bored piles top that construction is finished 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 at above-mentioned deficiency of the prior art, bearing platform construction steel sheet pile cofferdam construction technology in a kind of Yellow River Channel is provided, 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 solution used in the present invention is: bearing platform construction 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 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, described drilling construction platform comprise the multiple tracks brace summer of setting up in the support one and are laid on 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 and set up the described drilling construction platform of finishing in the step 401, and routinely in the water construction of the job practices of drilled pile finish the drilled pile that underwater support table is supported; The drilled pile top absolute altitude that construction is finished is corresponding with the top absolute altitude that needs the construction 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 finished, the interior support that dismounting cofferdam and inside thereof are installed.
Carry out in the above-mentioned steps three before the cofferdam construction,, finish 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 described cofferdam construction platform to be removed after cofferdam construction is finished; Described cofferdam construction platform comprises to be set up at multiple tracks brace summer on the steel casing two and the platform panel two that is laid on the multiple tracks brace summer two.
The described brace summer two of multiple tracks is assemblied into one and forms that monolithic supports roof beam structure and described brace summer two is i iron, and described platform panel two is formed by being installed in the multi-disc trestle beam that described monolithic supports on the roof beam structure; When setting up described cofferdam construction platform, the top outer at the steel casing is provided with the support bracket earlier, more described monolithic is supported roof beam structure afterwards and steadily is fixed on the steel casing and supports on the bracket.
When setting up described 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 is corresponding to be set up in interior support respectively and supports on the bracket; On supporting in the both ends of described brace summer one are fixed on respectively and its underpart is supported and fixed on the steel casing by supporting bracket.
Treat in the above-mentioned steps three cofferdam close up the back and adopt water pumper and take out under water slurry equipment inside, cofferdam draw water with 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, described steel sheet pile is a Larsen IV shaped steel sheet pile, and described 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 the cofferdam in 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 described rectangle waling all around in described 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 described 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 described cross hang is positioned at rectangle waling middle part.
The safeguard collar tie beam of described rectangle waling for surrounding by four road grits, the i iron that described 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 by two junction plates, the both ends, the left and right sides of described grit be fixed on the steel sheet pile and between its both ends, left and right sides and the steel sheet pile by up and down two support brackets and add and fasten; The oblique support bar of twice parallel layings and be connected connecting rod between the oblique support bar of twice middle part before and after described oblique support comprises.
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 technology 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 finished, the panel system and the Bei Leiliang that remove platform promptly can begin bearing platform construction later on, can save 2 months duration, adopt cushion cap drilled pile integral construction method, the reduction of erection time, also saved 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 the application value height in the similar engineering work progress, combines bearing platform construction and bored pile construction scheme, 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 save 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.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
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 steel sheet pile cofferdam construction technology in a kind of Yellow River Channel as shown in Figure 1, institute's construction cushion cap is the underwater support table 1 that is positioned at the Yellow River main stem, this technology may further comprise the steps:
In the present embodiment, the shape of cross section of described 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 described steel sheet pile 3 is a Larsen IV shaped steel sheet pile, and described 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, size situation in conjunction with each single steel plate stake, the final cross section of determining that steel sheet-pile cofferdam 2 is is that rectangle and its are of a size of 17.6m * 17.6m, every limit in described cofferdam 2 is formed by 44 Larsen IV shaped steel sheet piles, add 4 angle stakes on four angles, constitute whole cofferdam 2.Described 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.
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 described, 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,, finish 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 described cofferdam construction platform to be removed after cofferdam 2 constructions are finished.Described cofferdam construction platform comprises to be set up at multiple tracks brace summer on the steel casing 5 two and the platform panel two that is laid on the multiple tracks brace summer two.During actual installation, the described brace summer two of multiple tracks is assemblied into one and forms that monolithic supports roof beam structure and described brace summer two is i iron, and described platform panel two is formed by being installed in the multi-disc trestle beam that described monolithic supports on the roof beam structure.When setting up described cofferdam construction platform, be provided with in the top outer of steel casing 5 earlier and support bracket 6, more described 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 described 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 described cofferdam construction platform to install, adopt crawler crane to exercise this cofferdam construction platform central authorities, can begin to install the leading truck pile tube and lay leading truck by the transition springboard to cofferdam 2 used guide devices are installed.In the present embodiment, the i iron that described 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, also need check,, all need check arrangement before entering the job site, have only complete straight sheet pile can be transported into the scene no matter the steel sheet pile 3 that is adopted is newly to purchase or lease to steel sheet pile 3.To the steel sheet pile 3 that repeatedly utilizes, to emphasize especially to check that used steel sheet pile 3 is influenced by extraneous factor easily and is out of shape, and as not putting in order, is unfavorable for squeezing in pile pulling, transportation and stacking process.Inspection method can be used push trolley, places the standard sheet pile of a block length 1.5～2.0m thereon, from first to last walks once along being examined steel sheet pile 3, and the discovery defective is adjusted at any time.After described steel sheet pile 3 arrangements, when transportation and stacking, to try one's best and not make its flexural deformation, avoid collision, especially continuous fore shaft can not 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 described guide device can be guaranteed to construct, thereby insert when beating the guide device of steel sheet pile 3, to the space enclosing structure of ask for something closure, 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. be coated with butter in the fore shaft of steel sheet pile 3, settle suspension centre, can utilize the pile pulling hole on the stake top according to crawler crane lifting height is jack, as 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 slotting 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 stake in guide device.4. mobile crawler crane, after steel sheet pile 3 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,, can utilize counterweight or tackle pulley to pressurize when deadweight can not force down when inserting.
Described steel sheet pile 3 is inserted and is beaten in the process, guarantee that the integral body of steel sheet-pile cofferdam 2 closes 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 the gap of steel sheet pile 3 fore shafts and steel sheet pile 3 itself, closing up the face size should be advisable greater than theoretical size 15-20cm, avoid closing up a mouthful undersized appearance: the while, 10-15 sheet (group) steel sheet pile 3 adjacent with closing up mouth taked to be inserted to earlier the stable absolute altitude of stake, mainly be 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 as follows 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 3 that the closes up mouthful both sides hanger that be arranged in parallel 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: the parallel tension of steel sheet pile 3 subtends can guarantee the both sides fore shaft of stake in same plane, by 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 mouth near the angle stake of closing up face one side this moment, with jack at steel sheet pile top pushing tow with hanger is set, to close up mouth to both sides stretch-draw, adjust size up and down, but take to guarantee that the fore shaft of 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 on the smooth place.
Simultaneously, treat cofferdam 2 close up the back and adopt water pumper and take out under water slurry equipment 2 inside, cofferdam draw water with 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.Allow 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 by conduit, piled a smooth concrete cone around conduit, mouth at the bottom of the conduit buried make water not enter conduit from end mouth.Then the concrete of perfusion pours in the cone continuously by conduit 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.It is suitable that the cofferdam 2 of described rectangle should adopt the plane steelframe to be supported for, 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 described: 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, after support installs in the second layer, continue to draw water and support that 0.5m place carries out supporting setting in the second layer under the absolute altitude in the 3rd layer, carry out according to the method described above successively with lower support.Supported 4 o'clock in being provided with, except consider stressed, also should consider to hinder on the weir in and construct.Support 4 is provided with from top to bottom in described, 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 described rectangle waling around being installed in cofferdam 2 in described 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 described 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 described cross hang is positioned at rectangle waling 9 middle parts.The safeguard collar tie beam of described rectangle waling 9 for surrounding by four road grits, the i iron that described 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 by two junction plates, the both ends, the left and right sides of described grit be fixed on the steel sheet pile 3 and between its both ends, left and right sides and the steel sheet pile 3 by up and down two support brackets 6 and add and fasten.The oblique support bar of twice parallel layings and be connected connecting rod between the oblique support bar of twice middle part before and after described oblique support 10 comprises.
I iron I36 shaped steel in the described rectangle waling 9, described horizontal support 11 and oblique support 10 are I45b shaped steel and 600mm steel pipe, the spacing that supports 4 up and down in the twice is 2.5～3m.
After treating that cofferdam 2 closes up, adopt water pumper and take out slurry equipment under water and draw water and during underwater excavation 2 inside 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 standby).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 described slurry equipment of taking out under water is diving slag stock pump.After described cofferdam 2 closes up, install in first road and support 4, adopt diving slag stock pump to carry out underwater excavation then, inhale mud to 1.5～2.0mm place below the bottom absolute altitude of underwater support table 1.Described diving slag stock pump lifts with crawler crane, be convenient in time in 2 scopes of whole cofferdam, move, rotate by 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 described diving slag stock pump is: rotating speed 980r/min, power 55kW, flow 250m
3/ h, lift 35m is interrupted by 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, described drilling construction platform comprise the multiple tracks brace summer of setting up in the support 4 one and are laid on platform panel one on the multiple tracks brace summer one.During actual setting up, described drilling construction platform is set up usually and is supported in inner set second road, cofferdam 2 on 4 the rectangle waling 9, can reduce input, and convenient construction.
As Fig. 7, Fig. 8 and shown in Figure 9, in the present embodiment, when setting up described 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 to be set up in interior support 4 respectively and supports on the bracket 6; Supporting on 4 and its underpart in the both ends of described brace summer one are fixed on respectively is supported and fixed on the steel casing 5 by supporting bracket 6.Described brace summer one is a shellfish thunder beam 12.Described 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 and set up the described drilling construction platform of finishing in the step 401, and routinely in the water construction of the job practices of drilled pile finish the drilled pile that underwater support table 1 is supported; The drilled pile top absolute altitude that construction is finished is corresponding with the top absolute altitude that needs construction 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 finished, the interior support 4 that dismounting cofferdam 2 and inside thereof are installed.
After described underwater support table 1 is finished with the construction of cushion cap top pier stud and the concrete strength for the treatment of 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 be by the loosening steel sheet pile 3 of jack, reduce the frictional force between steel sheet pile 3 and soil and the steel sheet pile 3, 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 checks in the resistance to overturning in the embedded depth of the stability against floating 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, described 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 imposed any restrictions, everyly any simple modification that above embodiment did, change and equivalent structure changed, all still belong in the protection domain of technical solution of the present invention according to the technology of the present invention essence.
Claims (10)
1. bearing platform construction steel sheet pile cofferdam construction technology in the Yellow River Channel, 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 during in conjunction with the riverbed geology of job location and hydrologic regime and cofferdam construction, the structure and the size of used cofferdam (2) when determining construction underwater support table (1), described 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), determine 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 needs the center of construction drill stake to measure setting-out to sideline and underwater support table (1) bottom around 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 the cofferdam construction method of underwater support table carries out inserting of multi-disc steel sheet pile (3) and beats and close up construction routinely, 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 and 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, river course center line apart from the Yellow River main stem is far away more, 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, described drilling construction platform comprise the multiple tracks brace summer of setting up in the support (4) one and are laid on 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 and set up the described drilling construction platform of finishing in the step 401, and routinely in the water construction of the job practices of drilled pile finish the drilled pile that underwater support table (1) is supported; The drilled pile top absolute altitude that construction is finished is corresponding with the top absolute altitude that needs construction underwater support table (1);
Step 5, bearing platform construction: after drilled pile construction is finished, remove the drilling construction platform of setting up in the step 401, on the bored piles top of finishing of constructing, carry out the molding construction of underwater support table (1), just finish the integrated construction of described 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 finished, the interior support (4) that dismounting cofferdam (2) and inside thereof are installed.
2. according to bearing platform construction steel sheet pile cofferdam construction technology 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, finish the burial and construction of the used steel casing of construction drill 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 described cofferdam construction platform to be removed after cofferdam (2) construction is finished; Described cofferdam construction platform comprises multiple tracks brace summer of setting up on steel casing (5) two and the platform panel two that is laid on the multiple tracks brace summer two.
3. according to bearing platform construction steel sheet pile cofferdam construction technology in the described Yellow River Channel of claim 2, it is characterized in that: the described brace summer two of multiple tracks is assemblied into one and forms that monolithic supports roof beam structure and described brace summer two is i iron, and described platform panel two is formed by being installed in the multi-disc trestle beam that described monolithic supports on the roof beam structure; When setting up described cofferdam construction platform, be provided with in the top outer of steel casing (5) earlier and support bracket (6), more described monolithic is supported roof beam structure afterwards and steadily be fixed on steel casing (5) and the support bracket (6).
4. according to bearing platform construction steel sheet pile cofferdam construction technology in the described Yellow River Channel of claim 3, it is characterized in that: when setting up described drilling construction platform in the step 401, utilization is arranged on the interior support (4) of installation in support bracket (6) on the steel casing (5) and the step 3 and sets up, and multiple tracks brace summer one is corresponding to be set up in interior support (4) respectively and support on the bracket (6); The both ends of described brace summer one are fixed in the interior support (4) respectively and its underpart is supported and fixed on the steel casing (5) by supporting bracket (6).
5. according to bearing platform construction steel sheet pile cofferdam construction technology 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 and take out under water slurry equipment inside, cofferdam (2) draw water with 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. according to bearing platform construction steel sheet pile cofferdam construction technology 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, described steel sheet pile (3) is a Larsen IV shaped steel sheet pile, and described 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. according to bearing platform construction steel sheet pile cofferdam construction technology 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. according to bearing platform construction steel sheet pile cofferdam construction technology in the described Yellow River Channel of claim 7, it is characterized in that: in described 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 described 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 described 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 described cross hang is positioned at rectangle waling (9) middle part.
9. according to bearing platform construction steel sheet pile cofferdam construction technology in the described Yellow River Channel of claim 8, it is characterized in that: the safeguard collar tie beam of described rectangle waling (9) for surrounding by four road grits, the i iron that described 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 by two junction plates, the both ends, the left and right sides of described grit be fixed on that steel sheet pile (3) is gone up and its both ends, left and right sides and steel sheet pile (3) between by about two support brackets (6) add and fasten; The oblique support bar of twice parallel layings and be connected connecting rod between the oblique support bar of twice middle part before and after described oblique support (10) comprises.
10. according to bearing platform construction steel sheet pile cofferdam construction technology 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).
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| CN201010174611XA CN101838993B (en) | 2010-05-17 | 2010-05-17 | Construction technology of steel sheet pile cofferdam for Yellow River Channel internal support table construction |
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| CN201010174611XA CN101838993B (en) | 2010-05-17 | 2010-05-17 | Construction technology of steel sheet pile cofferdam for Yellow River Channel internal support table construction |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1884719A (en) * | 2006-06-08 | 2006-12-27 | 中铁大桥局股份有限公司 | High opening, low edge-foot double-wall steel-cofferdams construction process for coffer without back cover concrete |
| CN101200897A (en) * | 2007-11-20 | 2008-06-18 | 中铁大桥局集团第二工程有限公司 | Construction method for grouting curtain combined with steel reinforced concrete guard ring |
| CN101235648A (en) * | 2008-01-04 | 2008-08-06 | 贵州省桥梁工程总公司 | Underwater bridge foundation construction method |
| CN101538833A (en) * | 2009-04-10 | 2009-09-23 | 中交一航局第二工程有限公司 | Vertical subsection double-wall steel cofferdam water stopping construction method |
-
2010
- 2010-05-17 CN CN201010174611XA patent/CN101838993B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1884719A (en) * | 2006-06-08 | 2006-12-27 | 中铁大桥局股份有限公司 | High opening, low edge-foot double-wall steel-cofferdams construction process for coffer without back cover concrete |
| CN101200897A (en) * | 2007-11-20 | 2008-06-18 | 中铁大桥局集团第二工程有限公司 | Construction method for grouting curtain combined with steel reinforced concrete guard ring |
| CN101235648A (en) * | 2008-01-04 | 2008-08-06 | 贵州省桥梁工程总公司 | Underwater bridge foundation construction method |
| CN101538833A (en) * | 2009-04-10 | 2009-09-23 | 中交一航局第二工程有限公司 | Vertical subsection double-wall steel cofferdam water stopping construction method |
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