CN111576247B - An integral positioning and installation structure and construction method for a double-wall steel cofferdam and a short casing group - Google Patents
An integral positioning and installation structure and construction method for a double-wall steel cofferdam and a short casing group Download PDFInfo
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- CN111576247B CN111576247B CN202010590168.8A CN202010590168A CN111576247B CN 111576247 B CN111576247 B CN 111576247B CN 202010590168 A CN202010590168 A CN 202010590168A CN 111576247 B CN111576247 B CN 111576247B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 277
- 239000010959 steel Substances 0.000 title claims abstract description 277
- 238000010276 construction Methods 0.000 title claims abstract description 58
- 238000009434 installation Methods 0.000 title claims abstract description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 45
- 238000000034 method Methods 0.000 claims abstract description 25
- 238000003466 welding Methods 0.000 claims description 27
- 238000007789 sealing Methods 0.000 claims description 19
- 238000004873 anchoring Methods 0.000 claims description 13
- 238000012545 processing Methods 0.000 claims description 5
- 239000004927 clay Substances 0.000 claims description 4
- 238000002513 implantation Methods 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 238000013461 design Methods 0.000 claims description 3
- 238000005096 rolling process Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 abstract description 9
- 238000011900 installation process Methods 0.000 abstract 1
- 238000004904 shortening Methods 0.000 abstract 1
- 238000005452 bending Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 238000007667 floating Methods 0.000 description 4
- 244000309466 calf Species 0.000 description 3
- 238000005553 drilling Methods 0.000 description 3
- 239000011435 rock Substances 0.000 description 3
- 238000010009 beating Methods 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000009977 dual effect Effects 0.000 description 2
- 238000005755 formation reaction Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000005086 pumping Methods 0.000 description 2
- 239000003351 stiffener Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000012966 insertion method Methods 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
本发明公开一种双壁钢围堰与短护筒群整体定位安装结构及施工方法，所述整体定位安装结构包括在钢围堰拼装过程中分别焊接在横梁和斜撑件端部的倒牛腿柱和加劲板，横梁和至少两个钢护筒之间通过吊杆连接，相邻的钢护筒之间通过纵向平联件、横向平联件及连接板焊接构成短护筒群，所述短护筒群与钢围堰构成整体；其采用陆地上安装能够保证钢护筒定位精度及安装垂直度,另外无需将钢护筒接高至水面以上，节约了大量的钢护筒材料，材料成本投入低；且其将钢护筒安装的工序由关键工序变为非关键工序，缩短了关键线路的总长度，加快了工序衔接，有力保障了施工工期。
The present invention discloses an integral positioning and installation structure of a double-wall steel cofferdam and a short casing group and a construction method. The integral positioning and installation structure comprises an inverted corbel column and a stiffening plate respectively welded to the ends of a crossbeam and a diagonal brace during the assembly of the steel cofferdam. The crossbeam and at least two steel casings are connected by a hanger rod. Adjacent steel casings are welded by longitudinal parallel joints, transverse parallel joints and connecting plates to form a short casing group. The short casing group and the steel cofferdam form a whole. The land-based installation structure can ensure the positioning accuracy and installation verticality of the steel casing. In addition, there is no need to raise the steel casing above the water surface, thereby saving a large amount of steel casing materials and reducing the material cost. The steel casing installation process is changed from a critical process to a non-critical process, thereby shortening the total length of the critical line, accelerating the process connection, and effectively ensuring the construction period.
Description
Technical Field
The invention belongs to the technical field of bridge underwater foundation engineering construction, and relates to a double-wall steel cofferdam and short pile casing group integral positioning and mounting structure and a construction method.
Background
At present, along with the increase of water depth in bridge underwater foundation construction, a double-wall steel cofferdam with high rigidity and good safety is mostly adopted as a containment and water retaining facility of the bridge underwater foundation. When the bridge underwater pile foundation is constructed, the steel pile casing is sunk below the local flushing line of the river bed, the top of the pile casing is higher than the highest water level of the construction to stabilize the water head in the hole, and the steel pile casing can play roles of stabilizing soil around the hole, positioning the pile position, guiding the drilling and the like in the bored pile construction.
In the prior art, the bridge underwater foundation steel casing is generally installed on water after a double-wall steel cofferdam is in place, and a vibration sinking insertion method or a method that a bottom joint is installed and fixed and then is connected with the steel cofferdam section by section to be higher than the water surface along with sinking of the steel cofferdam is adopted. The steel pile casing cantilever has long length and heavy weight, and the construction of water vibration, sinking, inserting and beating has high requirements on the capacity and machinery of hoisting equipment, and the positioning precision and verticality of the steel pile casing are difficult to control. The mode of gradually connecting the height needs to weld many times, and the welding is time-consuming and laborious, and welding quality is difficult to control. The steel pile casings required by the deep water pile group foundation are huge in steel material consumption, low in recycling rate and high in material and cost investment. The steel pile casing is positioned and installed on a key line for deep water foundation construction, and the key working procedures restrict the total construction period and the total construction period is long.
In addition, in thin overburden rock or bare rock formations, the steel casing cannot be kept in a stable state due to insufficient depth of embedding the steel casing into the overburden or rock formations, and the steel casing is often required to be anchored by pouring concrete into the casing bottom or grouting and solidifying the overburden.
Disclosure of Invention
The invention provides a double-wall steel cofferdam and short pile casing group integral positioning and mounting structure and a construction method, which are convenient for construction, have high positioning precision of steel pile casings, low investment of materials and cost, high efficiency, short construction period, safety and reliability.
The invention discloses an integral positioning and mounting structure of a double-wall steel cofferdam and a short pile casing group, which comprises inverted bracket columns (9) and stiffening plates (10) which are respectively welded at the ends of a cross beam (5) and an inclined strut member (6) in the assembling process of a steel cofferdam (1), wherein the cross beam (5) and at least two steel pile casings (2) are connected through a hanging rod (7), and the adjacent steel pile casings (2) are welded through a longitudinal parallel connection member (4), a transverse parallel connection member (3) and a connecting plate (8) to form the short pile casing group, and the short pile casing group and the steel cofferdam (1) are integral.
According to the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group, the short pile casing group and the steel cofferdam are integrally positioned and mounted, and are integrally launched, so that the positioning and lengthening of the steel pile casing in the conventional process are changed into the positioning and mounting on land, namely the control of positioning precision and mounting quality is facilitated, the steel pile casing mounting process is changed from a key process to a non-key process, the construction is parallel to the blasting/excavation of the underwater foundation pit, and the construction period is shortened.
In the scheme, the stiffening plate (10) is preferably connected below the inverted calf shank (9), the suspender (7) is buckled on the cross beam, and the end parts of the suspender (7) are welded on two sides of the top opening of the steel casing (2).
It can be preferable that the inverted bracket column (9) is two layers, the cross beam (5) is hoisted and placed on the inverted bracket column (9) at the upper layer, one end of the diagonal bracing piece (6) is welded with the cross beam (5), and the other end of the diagonal bracing piece is directly placed on the inverted bracket column (9) at the lower layer.
It may also be preferred that the longitudinal flat-tie (4) and the transverse flat-tie (3) are at least two layers respectively and are welded with the steel casing (2) respectively through channel steel.
It may also be preferred that a clearance is provided between the end of the cross beam (5) and the steel cofferdam (1), the width of the cross beam (5) being smaller than the width of the inverted calf shank (9).
It can also be preferable that the bottom of the steel pile casing (2) is plugged, the bottom sealing concrete (12) is poured, at least three annular anchoring ring ribs (11) are welded on the outer wall of the steel pile casing (2) at the position of the bottom sealing concrete (12) at equal intervals, and full-welding is carried out between at least one anchoring ring rib (11) and the outer wall of the steel pile casing (2).
The construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group comprises the following steps,
Firstly, carrying out block assembly and welding on a double-wall structured steel cofferdam (1) on land;
secondly, rolling the steel casing (2) and transporting the steel casing to a construction site;
Thirdly, welding an anchoring ring rib (11) on the outer wall of the steel pile casing (2), and welding an inverted bracket column (9) and a stiffening plate (10) on the inner wall of the steel cofferdam (1);
hoisting the steel casings (2) one by one into position, and hoisting and placing the cross beams (5) on the inverted bracket columns (9);
fifthly, hanging the steel pile casings (2) on the cross beam (5), and welding the longitudinal parallel connection pieces (4) and the transverse parallel connection pieces (3) among the steel pile casings (2) to form a short pile casing group;
Sixth, the steel cofferdam (1) and the short pile casing group are integrally launched into water and float to the pier position;
Seventh, the steel cofferdam (1) is connected with a high-pouring water for sinking, positioning, implantation and anchoring, and the inner clearance of the steel cofferdam (1) is realized;
Eighth, the bottom of the steel pile casing (2) is plugged, bottom sealing concrete (12) is poured, a hanging rod (7) is cut off after the bottom sealing concrete (12) reaches preset strength, and the cross beam (5) is hung out.
In the scheme, in the first step, when the steel cofferdam (1) is assembled, an unsealed folding opening is reserved at one side, and after the steel casing (2) is installed, the folding opening is folded.
It may also be preferable that in the second step, the steel casing (2) is rolled into a cylindrical shape using a medium steel plate, the diameter of the steel casing (2) is made larger than that of the pile foundation, the processing length of the steel casing (2) is made larger than the preset thickness of the back cover concrete (12), and at least two inner supporting members are arranged inside the steel casing (2) at equal intervals.
It may also be preferred that in the fifth step, the steel casing (2) is made to have a higher bottom level than the steel cofferdam (1).
In the eighth step, the gap between the steel pile casing (2) and the river bed can be blocked by adopting a sand bag or backfilled clay when the bottom of the steel pile casing (2) is blocked.
It is also preferable that in the eighth step, the boom (7) suspended between the steel casing (2) and the cross beam (5) is cut off under water, and then the cross beam (5) and the diagonal members (6) are lifted out of the water by a lifting device.
The invention can achieve the following beneficial effects:
the invention provides a construction method for integrally installing, positioning and launching a double-wall steel cofferdam and a double-wall steel cofferdam on land, which has the advantages that compared with the method for hoisting, inserting, beating and fixing the steel casing on water, the process of installing the steel casing is changed from a key process to a non-key process, the total length of a key line is shortened, the process connection is quickened, and the construction period is powerfully ensured; the method comprises (2) adopting a short pile casing structure, saving a large amount of steel pile casing materials and reducing the material cost investment, wherein the steel pile casing does not need to be connected to above the water surface, (3) installing and positioning the steel pile casing on water and changing the installation and positioning on land, providing safe and reliable operation environment for construction machinery, improving the working efficiency, reducing the safety risk, reducing the requirements on the performance model of the construction machinery, reducing the mechanical cost investment, overcoming the defects of difficult control of the positioning precision and the perpendicularity of the steel pile casing in the construction of water up-vibration sinking insertion, time and labor consuming in section-by-section high welding, poor welding quality, convenient control of the positioning and the perpendicularity of the steel pile casing, high control precision, 4) welding an anchor ring rib on the outer wall of the steel pile casing, improving the bonding force between the steel pile casing and the sealing bottom concrete, improving the anti-floating and anti-sinking bearing capacity of the sealing bottom concrete, and at least one anchor ring rib adopting full-welding connection, effectively preventing the water seepage of the steel pile casing and the sealing bottom concrete at the later stage, 5) connecting and fixing the steel pile casing to form a flat-joint steel pile casing inside a sealing skeleton, improving the overall tensile strength of the sealing bottom concrete, the safety risk of the pumping construction bearing platform period is reduced.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention and do not constitute a limitation on the invention. In the drawings:
FIG. 1 is a plan view of the overall structure of the overall positioning and mounting structure of the double-wall steel cofferdam and short casing group of the present invention.
FIG. 2 is a schematic view of the transverse cross-section of the overall structure of the overall positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group.
FIG. 3 is a schematic view of the longitudinal section structure of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group.
FIG. 4 is an enlarged front view of the inverted bracket column and stiffener of the dual wall steel cofferdam and short casing cluster integral locating and mounting structure of the present invention.
FIG. 5 is an enlarged side view of an inverted bracket column and stiffener of the dual wall steel cofferdam and short casing cluster integral locating and mounting structure of the present invention.
FIG. 6 is a schematic diagram of a first step of a construction method of an integral positioning and mounting structure of a double-wall steel cofferdam and a short casing group of the present invention.
FIG. 7 is a schematic view of a third step of the construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group.
FIG. 8 is a schematic diagram of a fourth step of the construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group.
FIG. 9 is a schematic diagram of a fifth step of the construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group.
Fig. 10 is a first schematic diagram of the integral drainage construction in the sixth step of the construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group.
FIG. 11 is a second schematic view of the construction method of the invention in which the double-wall steel cofferdam and short casing group are integrally positioned and installed, and the construction method is performed in the sixth step by integrally draining.
FIG. 12 is a schematic view of the construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group of the present invention floating to the pier position in the sixth step.
FIG. 13 is a schematic view of a seventh step of the construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group of the present invention.
FIG. 14 is a schematic view of an eighth step of the construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and short casing group of the present invention.
In the figure, 1 is a steel cofferdam, 2 is a steel pile casing, 3 is a transverse parallel-connected piece, 4 is a longitudinal parallel-connected piece, 5 is a cross beam, 6 is an inclined strut piece, 7 is a suspender, 8 is a connecting plate, 9 is an inverted calf leg column, 10 is a stiffening plate, 11 is an anchoring ring rib, 12 is back cover concrete, 13 is a ground anchor, 14 is a winch, 15 is a pulley block, 16 is a cable breaker, 17 is an air bag, and 18 is a water level.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the technical solutions of the present invention will be clearly and completely described below with reference to specific embodiments of the present invention and corresponding drawings. It will be apparent that the described embodiments are only some, but not all, embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The following describes in detail the technical solutions provided by the embodiments of the present invention with reference to the accompanying drawings.
Example 1
The utility model provides a whole location mounting structure of double-walled steel cofferdam and short pile casing crowd, please see fig. 1 through 3, include at steel cofferdam 1 assemble in-process welding respectively at the inverted bracket post 9 and the stiffening plate 10 of crossbeam 5 and bracing piece 6 tip, connect through jib 7 between crossbeam 5 and two at least steel pile casings 2, constitute short pile casing crowd through vertical parallel-connection piece 4, horizontal parallel-connection piece 3 and connecting plate 8 welding between the adjacent steel pile casings 2, short pile casing crowd constitutes wholly with steel cofferdam 1.
In the whole positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group, the inverted bracket column 9 is welded with the steel cofferdam 1, and the cross beam 5 is placed on the inverted bracket column 9 at the upper layer. One end of the diagonal bracing piece 6 is supported at the bottom of the cross beam 5, and the other end of the diagonal bracing piece is directly placed on the lower layer inverted bracket column 9. The steel pile casings 2 are suspended on the cross beams 5 through the hanging rods 7, and the longitudinal parallel-connection pieces 4 and the transverse parallel-connection pieces 3 connect the steel pile casings 2 with the steel cofferdam 1.
Example 2
In the double-wall steel cofferdam and short pile group integral positioning and installing structure of the embodiment 1, referring to fig. 4 and 5, stiffening plates 10 are connected below inverted bracket columns 9.
The inverted bracket column 9 can be further provided with two layers, and the cross beam 5 is hoisted and placed on the inverted bracket column 9 at the upper layer. Specifically, a gap of 5cm-10cm is reserved between the end part of the cross beam 5 and the panel of the steel cofferdam 1, and the width of the cross beam 5 is 3-5cm smaller than that of the inverted bracket column 9.
And furthermore, one end of the diagonal bracing piece 6 is welded with the cross beam 5, and the other end of the diagonal bracing piece is directly placed on the lower inverted bracket column 9.
The hanging rod 7 can be further buckled on the cross beam, and the end parts of the hanging rod 7 are welded on the two sides of the top opening of the steel casing 2.
It is further possible that the longitudinal flat-connection 4 and the transverse flat-connection 3 are respectively welded with the steel casing 2 through channel steel.
The bottom of the steel pile casing 2 can be further plugged, bottom sealing concrete 12 is poured, at least three annular anchoring ring ribs 11 are welded on the outer wall of the steel pile casing 2 at the position of the bottom sealing concrete 12 at equal intervals, and the anchoring ring ribs 11 are screw-thread steel bars and have high binding force. And at least one anchoring ring rib (11) and the outer wall of the steel casing (2) are welded in a full-welded mode.
The inverted bracket column 9 can be welded with the steel cofferdam 1 at a preset position according to the actual length of the steel casing 2, and stiffening plates 10 are adopted to strengthen the inverted bracket column 9 in the direction right below. The cross beam 5 is hoisted and placed on the inverted bracket column 9, and welding or solidification is not carried out among the cross beam 5, the diagonal bracing piece 6 and the inverted bracket column 9, so that the cross beam 5 and the diagonal bracing piece 6 can be directly hoisted by a crane before pile foundation drilling construction after the steel cofferdam 1 is in place, and the pile foundation is convenient to hole.
Wherein, after the crossbeam 5 is put in place, one end of the diagonal bracing piece 6 is welded under the crossbeam, and the other end of the diagonal bracing piece 6 is directly put on the lower inverted bracket column 9, so that the later crossbeam 5 can be directly lifted off. The diagonal bracing piece 6 can reduce the span, stress and deflection deformation of the cross beam 5, further, if the stress and deformation of the cross beam 5 can meet the design and specification requirements, the diagonal bracing piece 6 and the lower layer inverted bracket column 9 can be omitted.
Further, the hanging rod 7 can be made of round steel, has good tensile property, and temporarily fixes the height and plane position of the steel casing 2.
Wherein, the longitudinal flat-connected piece 4 and the transverse flat-connected piece 3 are respectively at least two layers, thereby improving the overall strength, rigidity and stability. Further, the number of layers of the longitudinal flat-tie 4 and the transverse flat-tie 3 can be determined according to the height of the steel casings 2, and the individual steel casings 2 can be connected into an integral short casing group to increase the overall stability.
The double-wall steel cofferdam and short pile casing group integral positioning installation structure of the embodiment is characterized in that the steel pile casing 2 is in a longitudinal cylinder shape, the number of the steel pile casings is at least two, and the steel pile casings and pile foundation plane arrangement patterns are distributed in a one-to-one correspondence mode. The transverse flat-bed device 3 comprises a longitudinal yoke plate and two transverse yoke plates which are uniformly distributed on one side surface connecting the longitudinal yoke plates. The longitudinal ties 4 are horizontal and inclined links, and each longitudinal tie 4 may comprise two horizontal links and two cross-linked links in the middle, the two horizontal links being located above and below the two cross-linked links, respectively. The cross beams 5 can be I-steel or H-steel, and each cross beam 5 can be formed by welding and connecting two side-by-side I-steel or H-steel. The diagonal strut 6 may be a diagonal rod. The boom 7 may be a longitudinal bar. The connection plate 8 may be a rectangular plate attached to the outer wall of the steel casing 2, the connection plate 8 being connected to the end of the longitudinal flat link 4, e.g. the connection plate 8 being connected to the end of a horizontal and inclined link. The structure of the inverted bracket column 9 and the stiffening plate 10, specifically, the inverted bracket column 9 is a transverse open hollow column, the surface of the inverted bracket column 9 connected with the steel cofferdam 1 is a plane, the surface lapped with the cross beam 5 is an inclined plane, namely, the longitudinal section of the inverted bracket column 9 is a right trapezoid, the two end surfaces of the cross beam 5 are inclined planes in cooperation with the right trapezoid, the longitudinal section of the cross beam 5 is an inverted trapezoid, and the inverted isosceles trapezoid is preferable. The stiffening plate 10 is a right-angle triangular plate, and the side edge of the stiffening plate, which is welded with the steel cofferdam 1 and the inverted bracket column 9, is a right-angle side.
Example 3
The construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group comprises the following steps,
Referring to fig. 6, first, a double-wall steel cofferdam 1 is assembled and welded in blocks on land;
secondly, rolling the steel casing 2 and transporting the steel casing to a construction site;
Referring to fig. 7, in the third step, anchoring ring ribs 11 are welded on the outer wall of the steel pile casing 2, and inverted bracket columns 9 and stiffening plates 10 are welded on the inner wall of the steel cofferdam 1;
referring to fig. 8, in the fourth step, the steel casings 2 are hoisted in place one by one, and the cross beams 5 are hoisted and placed on the inverted bracket columns 9;
Referring to fig. 9, a fifth step of hanging steel casings 2 on a cross beam 5, and welding longitudinal parallel members 4 and transverse parallel members 3 between the steel casings 2 to form a short casing group;
referring to fig. 10, 11 and 12, sixth step, the steel cofferdam 1 and the short pile casing group are integrally put into water by adopting a cable breaking air bag method on a ramp, and are floated to a pier position;
Referring to fig. 13, seventh, the steel cofferdam 1 is connected with a high-pouring water for sinking, positioning, implantation and anchoring, and the inner space of the steel cofferdam 1 is cleaned;
Referring to fig. 14, in the eighth step, the bottom of the steel casing 2 is plugged, the bottom sealing concrete 12 is poured, and after the bottom sealing concrete 12 reaches the preset strength, the suspender 7 is cut off, and the cross beam 5 is suspended.
Example 4
In the construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group in the embodiment 3, in the first step, when the steel cofferdam 1 is assembled, a non-closed folding opening is reserved at one side, and after the steel pile casing 2 is mounted, the folding opening is folded.
Further, in the second step, the steel casing 2 is rolled into a cylindrical shape by adopting a medium steel plate, so that the diameter of the steel casing 2 is larger than that of the pile foundation, and the processing length of the steel casing 2 is larger than the preset thickness of the back cover concrete 12.
In the second step, at least two inner supporting members are arranged in the steel casing 2 at equal intervals, and further, the inner supporting members are cross-shaped steel in a cross shape.
In the third step, at least three anchor ring ribs 11 are welded at equal intervals on the outer wall of the steel casing 2 within the range of the back cover concrete 12, and full-welding is carried out between the at least one anchor ring rib 11 and the outer wall of the steel casing 2.
It is also possible to further make the bottom of the steel casing 2 higher than the bottom of the steel cofferdam 1 in the fifth step.
In the eighth step, a bagged sand bag or backfilled clay is adopted to seal the gap between the steel casing 2 and the river bed when the bottom of the steel casing 2 is sealed.
It is further possible to cut off the boom 7 suspended between the steel casing 2 and the cross beam 5 under water and then to hoist the cross beam 5 and the diagonal members 6 from the water by means of a hoisting device in an eighth step.
In concrete construction, the construction method of the whole positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group can be summarized as that in the process of assembling the steel cofferdam 1, the steel pile casing 2 is roughly positioned according to the designed position, the welding height of the inverted bracket column 9 is determined according to the actual height of the steel pile casing 2, the inverted bracket column 9 is welded on the inner wall of the steel cofferdam 1, the stiffening plate 10 is positioned right below the inverted bracket column 9, the cross beam 5 is hoisted and placed on the inverted bracket column 9 after the welding of the inverted bracket column 9 is qualified, diagonal bracing pieces 6 on two sides of the cross beam 5 are welded with the bottom of the cross beam 5, the steel pile casing 2 and the cross beam 5 are connected by a hanging rod 7, the hanging rod 7 is buckled and hung on the cross beam 5, the position of the hanging rod 7 is adjusted according to the designed position of the steel pile casing 2, the other end of the hanging rod 7 is welded with the steel pile casing 2 in full-time, the high-distance position of the steel pile casing 2 is positioned and fixed, the longitudinal flat piece 4 is adopted between the steel pile casings 2, the transverse parallel connection piece 3 and the connecting plate 8 are welded, the steel pile casing 2 is connected and fixed into a stable whole, and the short pile casing group and the steel cofferdam 1 are also fixed into a whole. finally, after the plane position and the elevation of the steel pile casing 2 are checked to meet the requirements, the installation of the short pile casing group and the steel cofferdam integral structure is completed. Specifically, in the first step, a folding opening is reserved at one side of the steel cofferdam 1 to be not closed when the steel cofferdam is assembled, and the steel cofferdam is used as a machine tool equipment and a personnel access passage, and folding is performed after the steel casing 2 is installed. In the second step, the steel casing 2 is rolled into a cylinder shape by adopting a medium steel plate, and further, the diameter of the steel casing 2 is 30-40cm larger than that of a pile foundation, and the processing length of the steel casing 2 is 1.5-2.0m larger than the design thickness of the back cover concrete 12. In the second step, the steel pile casing 2 is internally provided with cross internal supports at equal intervals, so that the steel pile casing 2 is prevented from deforming during stacking and transportation. In the third step, full-welding is adopted between at least one anchoring ring rib 11 and the outer wall of the steel casing 2, so that water seepage at the joint of the steel casing 2 and the back cover concrete 12 in the later stage can be prevented. In the fourth step, the diagonal bracing piece 6 is arranged to reduce the bending deformation value of the cross beam 5 after bending, and the bending deformation can be controlled within the standard allowable range by improving the bending rigidity of the cross beam 5, so that the diagonal bracing piece 6 is not arranged. In the fifth step, the height of the bottom of the steel pile casing 2 is20 cm to 40cm higher than that of the bottom of the steel cofferdam 1, and the height difference between the steel pile casing 2 and the steel cofferdam 1 is at least 20cm or 30cm, so that the influence of the sinking elevation and the implantation effect caused by the local unevenness of the river bed or the existence of the convex part when the short pile casing group and the steel cofferdam 1 integrally descend into the bed can be avoided, and the bottom of the steel pile casing 2 can be prevented from being cut to the air bags 17 during the water drainage. In the sixth step, according to actual situations such as construction sites and mechanical equipment configuration, the steel cofferdam 1 and the short pile casing group are wholly lifted into water by large lifting equipment, the cable breaking air bag method on the ramp is adopted for water inflow, the slide way on the ramp is adopted for water inflow and the like, so that the phenomena of open welding, welding spot falling, obvious deformation of components, inclination and falling of the steel pile casing 2 and the like of the short pile casing group structure after the steel cofferdam 1 is in water inflow can be avoided, and the cable breaking air bag method on the ramp is adopted for water inflow in the embodiment. Specifically, referring to fig. 10 and 11, after the whole positioning and installation of the steel cofferdam 1 and the steel pile casing 2 on the land is completed, a plurality of air bags 17 are uniformly arranged at the bottom at intervals to support the whole weight of the steel cofferdam 1 and the steel pile casing 2, and the steel cofferdam 1 and the steel pile casing 2 are slowly pulled to a slope with a certain declination gradient through a front winch 14. Meanwhile, in order to resist the horizontal component force of the self weight of the steel cofferdam 1 on the ramp, the rear end of the steel cofferdam 1 is provided with a ground anchor 13, a rear end winch 14 and a pulley block 15 for fixing. The rear end winch 14 is started to enable the steel cofferdam 1 to slowly slide to the water inlet, the cable breaker 17 is started, the steel cofferdam 1 freely accelerates downwards to the water by the gravity component, and the steel cofferdam enters the water by inertia and gradually decelerates under the influence of water resistance until the steel cofferdam is in a stable self-floating state. In the eighth step, the bottom of the steel pile casing 2 is plugged by adopting a bagged sand bag or clay backfilling mode, so that the gap between the steel pile casing 2 and the river bed is plugged compactly, and concrete is prevented from flowing into the steel pile casing 2 during bottom sealing, so that the influence on the subsequent pile foundation pore-forming construction is avoided. In the eighth step, the hanging rods 7 hung between the steel pile casing 2 and the cross beam 5 are all cut off in an underwater cutting mode, and the cross beam 5 and the diagonal bracing piece 6 are hung out of the water by using hoisting equipment, so that convenience is brought to pile foundation drilling construction.
The construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group changes the mounting process of the steel pile casing 2 from a key process to a non-key process, shortens the total length of a key line, powerfully ensures the construction period, adopts a short pile casing structure, does not need to be connected to above the water surface, saves a large amount of steel pile casing materials, has low material cost investment, changes the mounting and positioning of the steel pile casing on water into the mounting and positioning of the land, provides safe and reliable working environment for construction machinery, improves the working efficiency, reduces the safety risk, reduces the requirement on the performance model of the construction machinery, reduces the mechanical cost investment, and has convenient control and high control precision of the positioning and the verticality of the steel pile casing 2. The outer wall of the steel pile casing 2 is welded with the anchor ring rib 11, the binding force between the steel pile casing 2 and the back cover concrete 12 is high, the back cover concrete 12 is high in anti-floating and anti-sinking bearing capacity, and water seepage at the joint of the steel pile casing 2 and the back cover concrete 12 in the later stage can be effectively prevented. The flat connecting piece connected and fixed between the steel pile casings 2 forms a profile steel framework inside the back cover concrete 12, so that the tensile strength and the overall performance of the back cover concrete 12 are improved, and the safety risk in the period of the water pumping construction bearing platform is reduced.
The foregoing is merely exemplary of the present application and is not intended to limit the present application. Various modifications and variations of the present application will be apparent to those skilled in the art. Any modification, equivalent replacement, improvement, etc. which come within the spirit and principles of the application are to be included in the scope of the claims of the present application.
Claims (6)
1. A construction method of a double-wall steel cofferdam and short pile casing group integral positioning installation structure is characterized by comprising the following steps,
Firstly, carrying out block assembly and welding on a double-wall structured steel cofferdam (1) on land;
secondly, rolling the steel casing (2) and transporting the steel casing to a construction site;
Thirdly, welding an anchoring ring rib (11) on the outer wall of the steel pile casing (2), and welding an inverted bracket column (9) and a stiffening plate (10) on the inner wall of the steel cofferdam (1);
hoisting the steel casings (2) one by one into position, and hoisting and placing the cross beams (5) on the inverted bracket columns (9);
fifthly, hanging the steel pile casings (2) on the cross beam (5), and welding the longitudinal parallel connection pieces (4) and the transverse parallel connection pieces (3) among the steel pile casings (2) to form a short pile casing group;
Sixth, the steel cofferdam (1) and the short pile casing group are integrally launched into water and float to the pier position;
Seventh, the steel cofferdam (1) is connected with a high-pouring water for sinking, positioning, implantation and anchoring, and the inner clearance of the steel cofferdam (1) is realized;
Eighth, the bottom of the steel pile casing (2) is plugged, bottom sealing concrete (12) is poured, a hanging rod (7) is cut off after the bottom sealing concrete (12) reaches preset strength, and the cross beam (5) is hung out;
in the first step, when the steel cofferdam (1) is assembled, a non-closed folding opening is reserved at one side, and after the steel pile casing (2) is installed, the folding opening is folded;
in the second step, the steel pile casing (2) is rolled into a cylinder shape by adopting a medium steel plate, so that the diameter of the steel pile casing (2) is larger than that of a pile foundation, the processing length of the steel pile casing (2) is larger than the preset thickness of the bottom sealing concrete (12), and at least two inner supporting pieces are arranged in the steel pile casing (2) at equal intervals;
In the fifth step, the bottom of the steel pile casing (2) is higher than the bottom of the steel cofferdam (1);
The steel cofferdam (1) is welded to inverted bracket columns (9) and stiffening plates (10) at the ends of a cross beam (5) and an inclined strut member (6) respectively in the assembling process, and is characterized in that the cross beam (5) and at least two steel pile casings (2) are connected through a hanging rod (7), and the adjacent steel pile casings (2) are welded through a longitudinal parallel connection member (4), a transverse parallel connection member (3) and a connecting plate (8) to form a short pile casing group, and the short pile casing group and the steel cofferdam (1) form a whole;
The stiffening plate (10) is connected below the inverted bracket column (9), the suspender (7) is buckled and hung on the cross beam, and the end parts of the suspender (7) are welded at the two sides of the top opening of the steel casing (2);
The inverted bracket column (9) is two layers, and the cross beam (5) is hoisted and placed on the inverted bracket column (9) at the upper layer, one end of the diagonal member (6) is welded with the cross beam (5), and the other end of the diagonal member is directly placed on the inverted bracket column (9) at the lower layer;
the steel pile casings (2) are welded by adopting a longitudinal parallel connection piece (4), a transverse parallel connection piece (3) and a connecting plate (8), the steel pile casings (2) are connected and fixed into a stable whole, and the short pile casing group and the steel cofferdam (1) are also fixed into a whole;
In the second step, the processing length of the steel casing (2) is 1.5 to 2.0m larger than the design thickness of the back cover concrete (12);
In the fifth step, the bottom height of the steel casing (2) is 20cm to 40cm higher than the bottom height of the steel cofferdam (1), and the height difference between the steel casing and the steel cofferdam is at least 20cm or 30cm;
The steel pile casing (2) is not required to be connected to the water surface by adopting a short pile casing structure.
2. The construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group according to claim 1, wherein the longitudinal parallel-connection piece (4) and the transverse parallel-connection piece (3) are respectively at least two layers and are respectively welded with the steel pile casing (2) through channel steel.
3. The construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group according to claim 1, characterized in that a reserved gap is arranged between the end part of the cross beam (5) and the steel cofferdam (1), and the width of the cross beam (5) is smaller than that of the inverted bracket column (9).
4. The construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group as claimed in claim 1, wherein the bottom of the steel pile casing (2) is plugged, bottom sealing concrete (12) is poured, at least three annular anchor ring ribs (11) are welded on the outer wall of the steel pile casing (2) at the position of the bottom sealing concrete (12) at equal intervals, and full-welding is carried out between at least one anchor ring rib (11) and the outer wall of the steel pile casing (2).
5. The construction method of the integral positioning and installing structure of the double-wall steel cofferdam and the short pile casing group as claimed in claim 1, wherein in the eighth step, a bagged sand bag or backfill clay is adopted to seal the gap between the steel pile casing (2) and the riverbed when the bottom of the steel pile casing (2) is sealed.
6. A construction method of a double-wall steel cofferdam and short pile casing group integral positioning installation structure as claimed in claim 1, characterized in that in the eighth step, the hanging rod (7) hung between the steel pile casing (2) and the cross beam (5) is cut off under water, and then the cross beam (5) and the diagonal bracing member (6) are hung out of the water by a hoisting device.
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| CN113585302A (en) * | 2021-07-22 | 2021-11-02 | 中交第二航务工程局有限公司 | Construction method of bottom-sealing-free concrete double-wall steel cofferdam for deep water bare rock geology |
| CN114753389B (en) * | 2022-03-28 | 2023-11-28 | 南水北调(山东)机电维修有限责任公司 | Self-sinking type combined steel cofferdam special for repairing canal lining under deepwater condition |
| CN115162383A (en) * | 2022-07-15 | 2022-10-11 | 中铁大桥勘测设计院集团有限公司 | Integrated steel cofferdam structure and construction method thereof |
| CN115233712B (en) * | 2022-08-25 | 2024-06-18 | 中交一公局集团有限公司 | A super-large dumbbell-shaped double-wall steel cofferdam and casing group and its lifting and floating construction method |
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