CN101892670B - Multifunctional cofferdam of steel sheet piles and concrete arch rings construction method thereof - Google Patents
Multifunctional cofferdam of steel sheet piles and concrete arch rings construction method thereof Download PDFInfo
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- CN101892670B CN101892670B CN2010102529312A CN201010252931A CN101892670B CN 101892670 B CN101892670 B CN 101892670B CN 2010102529312 A CN2010102529312 A CN 2010102529312A CN 201010252931 A CN201010252931 A CN 201010252931A CN 101892670 B CN101892670 B CN 101892670B
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Abstract
The invention relates to a multifunctional cofferdam of steel sheet piles and concrete arch rings and a construction method thereof. An annular cofferdam is surrounded by the steel sheet piles around the position of a bearing platform; the concrete arch rings are cast in site close to the inner side of the steel sheet piles; the steel sheet piles and the concrete arches are pulled and tied by diagonal pull rods welded on the inner sidewalls of the steel sheet piles; vertical rods are uniformly distributed between adjacent two concrete arch rings; and by manufacturing the cofferdam to be circular as well as digging away soil bodies and casting multilayer concrete arch rings on the inner side of the cofferdam at the same time, split rods and inner supports of a construction steel platform and a construction space in water are not needed to be erected in advance. Compared with a traditional cofferdam or steel suspension box, the multifunctional cofferdam has more excellent construction working space, is beneficial to reducing construction cost, and can shorten construction period. The multifunctional cofferdam can be widely applied to basic construction of large bridges and the like in positions of water, beaches, soft foundations and the like.
Description
Technical field
The present invention relates to a kind of steel sheet-pile cofferdam and pier footing job practices thereof.
Background technology
Cross over the Longspan Bridge in great river or bay, its main pier (tower) generally is located in the close water of embankment (prolonging bank) or shoal area, its foundation structure overwhelming majority adds cushion cap for a clump of piles, and for attractive in appearance, generally can place the cushion cap end face under the water surface (during low water stage) even the riverbed Here it is our cushion cap basis, the frequent said end.
By conventional construction method this type of bridge foundation of constructing, generally be to set up subaqueous work steel platform earlier, after set pile foundation steel casing and carry out pile foundation construction in the water, remove the steel platform after finishing the whole pile foundations of this pier, adopt cofferdam or steel box to carry out bearing platform construction again.This traditional construction has that operation is many, the cycle is long, and supporting main equipment is many, construction process requirement height, shortcomings such as expense height.
Existing steel sheet-pile cofferdam comprises the intensive one group of steel sheet pile that is enclosed in the cushion cap periphery, the interlock of steel sheet pile border is tight, the supporting of the inboard employing in cofferdam upper, middle and lower-ranking horizontal shore (shoring) bar is the flexural strength of enhanced level shore supporting, makes diagonal brace at two ends at needs and strengthens.The cushion cap bottom surface is positioned at more than the riverbed, adopts layering to draw water during construction, the method for layering supporting, and border 50cm also will establish charge for remittance canal, plash with interior.The supporting of horizontal shore (shoring) bar has occupied inner most of space, cofferdam, and working space is narrow and small, and the construction period is longer.
Summary of the invention
The job practices that the purpose of this invention is to provide a kind of multifunctional cofferdam of steel sheet piles and concrete arch rings, solve have than the better bearing capacity of steel platform and working area become the water king-pile into " land " thus need not the technical problem of steel casing; And solve the function that possesses required cofferdam of bearing platform construction or steel box, and has the problem in more superior construction operation space than traditional in the past cofferdam or steel box.
For achieving the above object, the present invention adopts following technical scheme:
A kind of multifunctional cofferdam of steel sheet piles and concrete arch rings, this cofferdam comprises the intensive one group of steel sheet pile that is enclosed in the cushion cap periphery, the root of described steel sheet pile extends below the substrate of cofferdam, the top of steel sheet pile is higher than cushion cap, the mutual interlock of the adjacent side of adjacent steel sheet pile, the inside wall of being close to this group steel sheet pile, along the cofferdam circumferential interval be cast with level to concrete arch rings, steel sheet pile and concrete arch rings are by being welded on the diagonal member drawknot of steel sheet pile, described concrete arch rings is joined the reinforced concrete structure of steel hoop cage in being, is connected with montant between adjacent two concrete arch rings.
Described steel sheet pile is Larsen steel sheet pile, U shaped steel sheet pile or Z-shape steel sheet pile.
Reinforcing cage in the described concrete arch rings has four main muscle of annular at least and is centered around the stirrup in the main muscle outside at interval.
The lateral wall hoop of described steel sheet pile has wire rope.
The job practices of described multifunctional cofferdam of steel sheet piles and concrete arch rings, step is as follows:
Step 9 is built the concrete cushion of pier footing foundation ditch bottom surface, waits concrete cushion intensity to reach design strength, builds cushion cap on concrete cushion;
In the described step 2, guide housing is no brace arch truss, web member is two block plates butt joint welding, lower chord is two boxes that i iron butt welding is connected into, joint is welded with steel plate, and the steel plate upper end is a circular arc, and upper chord is the arch steel pipe, upper chord and web member are welded to connect, and web member and lower chord are welded to connect.
In the described step 2, the upper chord outer arc linear diameter of guide housing is identical with the cofferdam diameter.
In the described step 2, whenever set 15 steel sheet piles after, measure the tangential deflection of steel sheet pile, and align by up big and down small profile iron sheet pile.
In described step 5～step 7, when the Cast-in-place concrete arch ring, pre-buried 8 section stressometers in every layer of concrete arch rings.
In the described step 8, the thickness of concrete cushion is 50～100mm, cushion cap be one deck or two-layer and two-layer more than.
Compared with prior art the present invention has following characteristics and beneficial effect:
1, the present invention carries out combination with pile foundation in the water and bearing platform construction are organic, can save the steel pipe pile operation platform.
2, the present invention is owing to adopt annular weir and inboard, cofferdam that the multiple tracks concrete arch rings is set, make no any strut in the cofferdam, for excavating with works construction of sandy soil in the cofferdam provides the working space that is unsurpassed in excellence, and make space enclosing structure become succinct, thereby help lowering construction cost, and can the reduction of erection time.
3, the present invention specially adopts the steel bar concrete arch ring, compare with the shaped steel concrete arch rings, adopt concrete arch rings to form integral body with steel sheet pile better, and " deviation from circular from " that produce can eliminate steel sheet pile construction the time, guarantee that concrete arch rings is adjacent to each root steel sheet pile, can make full use of the compressive property of steel concrete.
4, the present invention adopts steel sheet-pile cofferdam and fill out sandy soil in the cofferdam, makes in the water or the weak soil pile foundation construction, is equivalent to construct on land, can save pile foundation steel casing.
The present invention has overcome traditional space enclosing structure and job practices thereof and has had that operation is many, the cycle is long, supporting main equipment is many, the construction process requirement height, the shortcoming that expense is high, solved have than the better bearing capacity of steel platform and working area become the water king-pile into " land " thus need not the technical problem of steel casing; And solved the function that possesses required cofferdam of bearing platform construction or steel box, and has the problem in more superior construction operation space than traditional in the past cofferdam or steel box.
In the foundation construction of the large bridge of positions such as the present invention can be widely used in the water, beach, soft base etc.
Description of drawings
The present invention will be further described in detail below in conjunction with accompanying drawing.
Fig. 1 is a structural representation of the present invention.
Fig. 2 is a vertical view of the present invention.
Fig. 3 is the structural representation of posting and steel pipe pile.
Fig. 4 is the posting detail drawing.
Fig. 5 is the A-A sectional drawing of Fig. 4.
Fig. 6 is the profile of concrete arch rings.
Fig. 7 is a cushion cap position profile before constructing.
Fig. 8 plays the steel sheet pile construction schematic diagram.
Fig. 9 fills out the sandy soil schematic diagram.
Figure 10 is the stake and excavate the sandy soil schematic diagram of laying foundation.
Figure 11 waters the first road concrete arch rings schematic diagram.
Figure 12 excavates soil body schematic diagram between the first road concrete arch rings and the second road concrete arch rings.
Figure 13 waters the second road concrete arch rings schematic diagram.
Figure 14 waters the 3rd road concrete arch rings schematic diagram.
Figure 15 carries out bed course, cushion cap and bridge pier seat construction schematic diagram.
Reference numeral: 1-cushion cap, 2-steel sheet pile, 3-concrete arch rings, the 3.1-first road concrete arch rings, the 3.2-second road concrete arch rings, 3.3-the 3rd road concrete arch rings, 4-montant, 5-steel pipe pile, 6-guide housing, 6.1-web member, 6.2-lower chord, 6.3-upper chord, 7-foundation pile, 8-concrete cushion, 9-reinforcing cage, 9.1-master's muscle, 9.2-stirrup, 10-bridge pier seat, 11-sandy soil.
The specific embodiment
Embodiment is referring to Fig. 1～shown in Figure 6, the husky bridge of Lee family is a grand bridge on the speedway of South 2nd Ring Road, Guangzhou, be positioned at the Lee family husky water channel place that Guangzhou Fanyu District and Shunde District, Foshan have a common boundary, spanning is arranged as (110+220+110) m three and strides double tower four rope face prestressed concrete cable-stayed bridges, total length 440m, adopt parallel up-downgoing two width of cloth bridges, two girders laterally separate fully, and suspension cable is arranged in the girder both sides and becomes space four rope faces.The single width bridge is wide 23 meters, clear distance 4m between two width of cloth bridges, bridge floor beam overall 50m.Main pier Z3, Z4 are in close embankment inboard.Wherein Z3 all is in water, and the Z4 cushion cap is positioned on the shoal.Z3#, Z4# master's pier be totally 4 cushion caps, and each cushion cap is provided with 9 φ 2.5m pile foundations, and stake is about 45～50m.Z3#, Z4# master's pier double width is totally 4 cushion caps, each suspended deck structure is of a size of 14.2m (length) * 15.7m (wide) * 5.5m (height), the back cover concrete is thick to be 1m, the cushion cap end face is imbedded the riverbed face, cushion cap top mark height-0.5m, about the general water level 2.2m in bridge location place, Z3# Dun Chu riverbed absolute altitude is 0, about the absolute altitude 2.5m of Z4# pier shoal.This bridge cushion cap is all imbedded the riverbed, the nearly 10m of the excavation of foundation pit degree of depth, according to this engineering characteristic, the cushion cap planar dimension is 14.2m * 15.7m, comparatively upright, adopt multifunctional cofferdam of steel sheet piles and concrete arch rings, this cofferdam comprises the intensive one group of steel sheet pile 2 that is enclosed in cushion cap 1 periphery, the root of described steel sheet pile 2 extends below the substrate of cofferdam, the top of steel sheet pile 2 is higher than cushion cap, the mutual interlock of the adjacent side of adjacent steel sheet pile, be close to this group steel sheet pile 2 inside wall, along the cofferdam circumferential interval be cast with level to concrete arch rings 3, steel sheet pile 2 and concrete arch rings 3 diagonal member 12 drawknots by being welded on steel sheet pile, described concrete arch rings 3 is joined the reinforced concrete structure of steel hoop cage 9 in being, is connected with montant 4 between adjacent two concrete arch rings.Described steel sheet pile 2 is Larsen steel sheet pile, U shaped steel sheet pile or Z-shape steel sheet pile.Reinforcing cage 9 in the described concrete arch rings has four main muscle 9.1 of annular at least and is centered around the stirrup 9.2 in the main muscle outside at interval.The lateral wall hoop of described steel sheet pile has wire rope.
According to the cushion cap planar dimension, making the concrete arch rings reasonable diameter is 21.20m, selects 15m Larsen IV shaped steel sheet pile for use, foundation depth 10m.Adopt traditional hand computation and three-dimensional modeling zooming to combine on Force Calculation, two kinds of results check mutually, guarantee the safety of structure.
Hand computation: adopt Lang Jin-coulomb soil pressure formula to calculate active earth pressure outside the cofferdam, soil pressure is passed on the steel concrete concrete arch rings by steel sheet pile, and concrete arch rings as cycloidal arch, and is considered suitable unbalance loading, calculates the stressed of concrete arch rings.
Zooming: adopt American AB AQUS finite element analysis software that three-dimensional modeling is carried out in whole cofferdam and surrounding soil, structure is carried out the global analysis checking computations.
On two kinds of result of calculations, adopt the stressed result of traditional hand computation bigger than normal, relatively safety.In the structure design of concrete arch rings, adopt the hand computation result to check, guarantee the safety of structure.
Concrete arch rings is arranged 4 layers altogether by Force Calculation in the cofferdam, upper two layers stressed less relatively, and its cross section is 40 * 50cm, and third and fourth layer is stressed relatively large, and the cross section is 40 * 60cm.Join 10 φ 22 reinforcing bars in the concrete arch rings.Concrete arch rings adopts the C40 concrete.
The job practices of described multifunctional cofferdam of steel sheet piles and concrete arch rings, referring to Fig. 7～15, step is as follows:
Step 9 is built the concrete cushion 8 of pier footing foundation ditch bottom surface, waits concrete cushion intensity to reach design strength, builds cushion cap 1 on concrete cushion 8;
In the described step 2, guide housing 6 is no brace arch truss, web member 6.1 is two block plates butt joint welding, lower chord 6.2 is two boxes that i iron butt welding is connected into, joint is welded with steel plate, and the steel plate upper end is a circular arc, and upper chord 6.3 is the arch steel pipe, upper chord 6.3 is welded to connect with web member 6.1, and web member 6.1 is welded to connect with lower chord 6.2.
In the described step 2, the upper chord 6.3 outer arc linear diameters of guide housing 6 are identical with the cofferdam diameter.
In the described step 2, whenever set 15 steel sheet piles 2 after, measure the tangential deflection of steel sheet pile, and align by up big and down small profile iron sheet pile.
In described step 5～step 7, when Cast-in-place concrete arch ring 3, pre-buried 8 section stressometers in every layer of concrete arch rings.
In the described step 8, the thickness of concrete cushion 8 is 50～100mm, cushion cap 9 be one deck or two-layer and two-layer more than.
Also isolated material between described steel sheet pile and the per pass concrete arch rings.
Below only be an exemplary embodiments of the present invention, enforcement concrete arch rings of the present invention road is several to be determined according to foundation depth, is three roads incessantly.
Claims (6)
1. the job practices of a multifunctional cofferdam of steel sheet piles and concrete arch rings, it is characterized in that: described multifunctional cofferdam of steel sheet piles and concrete arch rings comprises the intensive one group of steel sheet pile (2) that is enclosed in cushion cap (1) periphery, the root of described steel sheet pile (2) extends below the substrate of cofferdam, the top of steel sheet pile (2) is higher than cushion cap, the mutual interlock of the adjacent side of adjacent steel sheet pile, the inside wall of being close to this group steel sheet pile (2), along the cofferdam circumferential interval be cast with level to concrete arch rings (3), steel sheet pile (2) and concrete arch rings (3) diagonal member (12) drawknot by being welded on steel sheet pile, described concrete arch rings (3) is joined the reinforced concrete structure of steel hoop cage (9) in being, is connected with montant (4) between adjacent two concrete arch rings; Described steel sheet pile (2) is Larsen steel sheet pile, U shaped steel sheet pile or Z-shape steel sheet pile; Reinforcing cage (9) in the described concrete arch rings has four main muscle of annular (9.1) at least and is centered around the stirrup (9.2) in the main muscle outside at interval; The lateral wall hoop of described steel sheet pile has wire rope;
The construction sequence of described multifunctional cofferdam of steel sheet piles and concrete arch rings is as follows:
Step 1, the periphery in cushion cap (1) position sets positioning steel tube stake (5), welds guide housing (6) between two adjacent positioning steel tube stakes;
Step 2 is close to guide housing (6) outside, inserts in the cushion cap circumferential perimeter and beats steel sheet pile (2), surrounds an annular weir, and the cofferdam forms the back and transfers to guide housing (6) and steel pipe pile (5);
Step 3 is extracted the water in the annular weir out, and insert sandy soil (11) in annular weir;
Step 4 is squeezed into foundation pile (7) by pier footing stake design attitude in annular weir;
Step 5, excavate foundation pile (7) sandy soil (11) on every side in the annular weir, sandy soil (11) dig to first road concrete arch rings (3.1) the absolute altitude place in the annular weir, inside wall welding diagonal member (12) at steel sheet pile (2), diagonal member (12) stretches to concrete arch rings (3.1), is close to the reinforcing cage (9) that steel sheet pile (2) installs concrete arch rings, reinforcing cage (9) and diagonal member (12) drawknot, at reinforcing cage (9) concrete form is installed on every side, is built the first road concrete arch rings (3.1);
Step 6, the concrete of one concrete arch rings of grade in an imperial examination (3.1) reach its design strength 80% after, continuation is cut the earth in annular weir to following one concrete arch rings absolute altitude place, inside wall welding diagonal member (12) at steel sheet pile (2), diagonal member (12) stretches to concrete arch rings (3.1), is close to the reinforcing cage (9) that steel sheet pile (2) installs concrete arch rings, reinforcing cage (9) and diagonal member (12) drawknot, at reinforcing cage (9) concrete form is installed on every side, is built down concrete arch rings one;
Step 7 is at the first road concrete arch rings (3.1) and the following montant that evenly installs between the concrete arch rings together;
Step 8, repeating step six is until digging to pier footing foundation ditch bottom surface projected depth;
Step 9 is built the concrete cushion (8) of pier footing foundation ditch bottom surface, waits concrete cushion intensity to reach design strength, builds cushion cap (1) on concrete cushion (8);
Step 10, cushion cap (1) construction finishes, and makes bridge pier seat (10) at cushion cap (1) end face, removes concrete arch rings (3) and steel sheet pile (2).
2. the job practices of multifunctional cofferdam of steel sheet piles and concrete arch rings according to claim 1, it is characterized in that: in the described step 2, guide housing (6) is no brace arch truss, web member (6.1) is two block plates butt joint welding, lower chord (6.2) is two boxes that i iron butt welding is connected into, joint is welded with steel plate, the steel plate upper end is a circular arc, upper chord (6.3) is the arch steel pipe, upper chord (6.3) is welded to connect with web member (6.1), and web member (6.1) is welded to connect with lower chord (6.2).
3. the job practices of multifunctional cofferdam of steel sheet piles and concrete arch rings according to claim 1, it is characterized in that: in the described step 2, upper chord (6.3) the outer arc linear diameter of guide housing (6) is identical with the cofferdam diameter.
4. the job practices of multifunctional cofferdam of steel sheet piles and concrete arch rings according to claim 1, it is characterized in that: in the described step 2, whenever after setting 15 steel sheet piles (2), measure the tangential deflection of steel sheet pile, and align by up big and down small profile iron sheet pile.
5. the job practices of multifunctional cofferdam of steel sheet piles and concrete arch rings according to claim 1 is characterized in that: in described step 5～step 7, and when Cast-in-place concrete arch ring (3), pre-buried 8 section stressometers in every layer of concrete arch rings.
6. the job practices of multifunctional cofferdam of steel sheet piles and concrete arch rings according to claim 1, it is characterized in that: in the described step 9, the thickness of concrete cushion (8) is 50～100mm, cushion cap (1) be one deck or two-layer more than.
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| CN104878774B (en) * | 2015-04-03 | 2017-01-11 | 王燏斌 | Movable cofferdam open-cutting method |
| CN108252316B (en) * | 2018-01-10 | 2020-04-21 | 中铁大桥局集团第四工程有限公司 | Land steel sheet pile cofferdam sinking guiding system and auxiliary sinking method |
| CN109137714B (en) * | 2018-09-12 | 2020-05-26 | 上海市水利工程设计研究院有限公司 | Construction method of multi-arch reinforced concrete arch bridge and arch bridge constructed by construction method |
| CN110565666A (en) * | 2019-09-24 | 2019-12-13 | 上海市水利工程集团有限公司 | Construction method of flat combined sheet pile ground connecting wall type water retaining cofferdam |
| CN114216039A (en) * | 2021-12-20 | 2022-03-22 | 罗益机械制造(苏州)有限公司 | Adjustable temperature sensor support mounting frame structure |
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| US4419030A (en) * | 1981-09-14 | 1983-12-06 | Burkemper Methods, Inc. | Apparatus for and method of constructing a sheet piling shoring structure |
| JP2002371556A (en) * | 2001-06-18 | 2002-12-26 | Kumagai Gumi Co Ltd | Heave preventing construction method for excavated bottom face using temporary cutoff wall |
| CN100489200C (en) * | 2006-05-19 | 2009-05-20 | 中船第九设计研究院 | Large-diameter circular steel-plate cofferdam and its construction method |
| CN101725112B (en) * | 2009-12-18 | 2011-12-21 | 中铁大桥局集团第三工程有限公司 | Construction method for piers |
| CN201756700U (en) * | 2010-08-13 | 2011-03-09 | 广东冠粤路桥有限公司 | Multifunctional steel sheet pile concrete arch ring cofferdam |
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