CN111576247A - Double-wall steel cofferdam and short pile casing group integral positioning and mounting structure and construction method - Google Patents
Double-wall steel cofferdam and short pile casing group integral positioning and mounting structure and construction method Download PDFInfo
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- CN111576247A CN111576247A CN202010590168.8A CN202010590168A CN111576247A CN 111576247 A CN111576247 A CN 111576247A CN 202010590168 A CN202010590168 A CN 202010590168A CN 111576247 A CN111576247 A CN 111576247A
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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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/02—Restraining of open water
- E02D19/04—Restraining of open water by coffer-dams, e.g. made of sheet piles
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- 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
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Abstract
The invention discloses an integral positioning and mounting structure of a double-wall steel cofferdam and a short pile casing group and a construction method, wherein the integral positioning and mounting structure comprises inverted cow-leg columns and stiffening plates which are respectively welded at the end parts of a cross beam and an inclined support part in the assembling process of the steel cofferdam, the cross beam and at least two steel pile casings are connected through a suspender, adjacent steel pile casings are welded through a longitudinal flat connecting piece, a transverse flat connecting piece and a connecting plate to form the short pile casing group, and the short pile casing group and the steel cofferdam form a whole; the steel casing is installed on land, so that the positioning precision and the installation verticality of the steel casing can be guaranteed, the steel casing does not need to be connected to a position higher than the water surface, a large amount of steel casing materials are saved, and the material cost investment is low; and the process of installing the steel casing is changed from a key process to a non-key process, so that the total length of a key line is shortened, the process connection is accelerated, and the construction period is powerfully guaranteed.
Description
Technical Field
The invention belongs to the technical field of bridge underwater foundation engineering construction, and relates to an integral positioning and mounting structure of a double-wall steel cofferdam and a short pile casing group and a construction method.
Background
At present, in the construction of the underwater foundation of the bridge, along with the increase of the water depth, a double-wall steel cofferdam with high rigidity and good safety is mostly adopted as a containment and water retaining facility of the underwater foundation of the bridge. When the underwater pile foundation of the bridge is constructed, a steel casing is adopted to sink below a local flushing line of a riverbed, and the top of the steel casing is higher than the highest construction water level so as to stabilize a water head in a hole; in the construction of the drilled pile, the steel casing can play roles in stabilizing soil around the hole, positioning pile positions, guiding drilled holes and the like.
In the prior art, the underwater foundation steel casing of the bridge is generally installed on water after the double-wall steel cofferdam is in place, and a vibration and sinking insertion method or a method that the steel cofferdam is installed and fixed at the bottom section and then is gradually connected with the water level along with the sinking of the steel cofferdam is adopted. The steel pile casing cantilever is long in length and heavy in weight, requirements on hoisting equipment capacity and machinery in water vibration, sinking, inserting and beating construction are high, and positioning accuracy and verticality of the steel pile casing are difficult to control. The mode of piecemeal height-increasing needs to weld many times, and the welding is wasted time and energy, and welding quality is difficult to control. The steel of the steel casing required by the deep water pile group foundation is huge in consumption, low in recycling rate and high in material and cost investment. The steel casing is positioned and installed on a key line of deepwater foundation construction, the total construction period is limited by key procedures, and the total construction period is long.
In addition, in thin covering layer rock or bare rock stratum, because the steel casing is embedded into the covering layer or the depth of the rock stratum is insufficient, the steel casing cannot keep a stable state, and the steel casing is mostly required to be anchored by pouring concrete at the bottom of the casing or grouting the covering layer for curing.
Disclosure of Invention
The invention provides an integral positioning and mounting structure of a double-wall steel cofferdam and a short pile casing group and a construction method, which are convenient to construct, high in positioning precision of the steel pile casing, low in material and cost investment, high in efficiency, short in construction period, safe and reliable.
The invention discloses an integral positioning and mounting structure of a double-wall steel cofferdam and a short pile group, which comprises inverted bracket columns (9) and stiffening plates (10) which are respectively welded at the end parts of a cross beam (5) and an inclined support part (6) in the assembling process of a steel cofferdam (1), wherein the cross beam (5) and at least two steel piles (2) are connected through a suspender (7), adjacent steel piles (2) are welded through a longitudinal flat connecting part (4), a transverse flat connecting part (3) and a connecting plate (8) to form the short pile group, and the short pile group and the steel cofferdam (1) form an integral body.
According to the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile-up cone group, the short pile-up cone group and the steel cofferdam are integrally positioned and mounted and integrally launched, and the steel pile-up cone in the conventional process is positioned and mounted on the land by inserting, beating, positioning and lengthening, so that the control of positioning precision and mounting quality is facilitated, the steel pile-up cone mounting process is changed from a key process to a non-key process, the steel pile-up cone group and the underwater foundation pit blasting/excavation can be constructed in parallel, and the construction period is shortened.
In the scheme, the stiffening plates (10) are preferably connected to the lower surfaces of the inverted ox leg columns (9), the suspension rods (7) are buckled and hung on the cross beams, and the end parts of the suspension rods (7) are welded on two sides of the top openings of the steel pile casings (2).
Preferably, the inverted bracket column (9) is divided into two layers, and the beam (5) is hoisted and placed on the inverted bracket column (9) on the upper layer; one end of the inclined supporting piece (6) is welded with the cross beam (5), and the other end is directly placed on the lower inverted cow leg column (9).
Preferably, the longitudinal parallel connection piece (4) and the transverse parallel connection piece (3) are at least two layers respectively and are connected with the steel casing (2) through channel steel in a welding mode.
It is also preferable 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).
Preferably, the bottom of the steel casing (2) is plugged, bottom sealing concrete (12) is poured, and at least three annular anchoring ring ribs (11) are welded on the outer wall of the steel casing (2) at the position of the bottom sealing concrete (12) in an equidistant distribution manner; and full welding is carried out between the at least one anchoring ring rib (11) and the outer wall of the steel 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, assembling and welding a double-wall steel cofferdam (1) in blocks on land;
secondly, rolling and processing the steel casing (2), and transporting the steel casing to a construction site;
thirdly, welding anchoring ring ribs (11) on the outer wall of the steel pile casing (2), and welding inverted cow leg columns (9) and stiffening plates (10) on the inner wall of the steel cofferdam (1);
fourthly, hoisting the steel casing cylinders (2) one by one in place, and hoisting and placing the cross beam (5) onto the inverted corbel column (9);
fifthly, hanging the steel casing barrels (2) on a cross beam (5), and welding longitudinal parallel connecting pieces (4) and transverse parallel connecting pieces (3) among the steel casing barrels (2) to form a short casing barrel group;
sixthly, integrally launching the steel cofferdam (1) and the short pile casing group, and carrying out floating transportation to a pier position;
seventhly, connecting the steel cofferdam (1) with high water injection for sinking, positioning, nidating and anchoring, and cleaning the foundation in the steel cofferdam (1);
and step eight, plugging the bottom of the steel pile casing (2), pouring the bottom sealing concrete (12), cutting off the suspender (7) after the bottom sealing concrete (12) reaches the preset strength, and lifting the beam (5).
In the scheme, preferably, in the first step, when the steel cofferdam (1) is assembled, an unclosed folding opening is reserved on one side, and the folding opening is folded after the steel casing (2) is installed.
Preferably, in the second step, the steel casing (2) is rolled into a cylinder by adopting a medium-thickness steel plate, the diameter of the steel casing (2) is larger than that of the pile foundation, the processing length of the steel 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 casing (2) at equal intervals.
It is also preferable that in the fifth step, the bottom height of the steel casing (2) is higher than the bottom height of the steel cofferdam (1).
Preferably, in the eighth step, when the bottom of the steel casing (2) is plugged, a bagged sand bag or backfill clay is used for plugging a gap between the steel casing (2) and a river bed.
Preferably, in the eighth step, the hanging rod (7) hung between the steel casing (2) and the cross beam (5) is cut off under water, and the cross beam (5) and the diagonal support piece (6) are hung out of the water through a hoisting device.
The invention can achieve the following beneficial effects:
the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group and the construction method have the following advantages: (1) the construction method for integrally installing, positioning and launching the short pile casing group and the double-wall steel cofferdam on land is provided, compared with the mode of hoisting, inserting, beating and fixing the steel pile casing on water, the working procedure of installing the steel pile casing is changed from a key working procedure to a non-key working procedure, the total length of a key line is shortened, the working procedure connection is accelerated, and the construction period is powerfully guaranteed; (2) the short protective cylinder structure is adopted, the steel protective cylinder does not need to be connected above the water surface, a large amount of steel protective cylinder materials are saved, and the material cost investment is low; (3) the steel casing is installed and positioned on water and then on land, so that a safe and reliable operation environment is provided for construction machinery, the operation efficiency is improved, and the safety risk is reduced; the requirements on the performance model of the construction machinery are reduced, and the investment of the machinery cost is reduced; the defects that the positioning accuracy and the verticality of the steel pile casing in the water vibration sinking and inserting construction are difficult to control, the joint-by-joint high welding wastes time and energy, the welding quality is poor, the steel pile casing needs to be filled with concrete or grouted for reinforcement in anchoring and the like in the prior art are overcome, the positioning and the verticality of the steel pile casing are convenient to control, and the control accuracy is high; (4) the outer wall of the steel casing is welded with an anchoring ring rib, so that the bonding force between the steel casing and the bottom sealing concrete is improved, and the anti-floating and anti-sinking bearing capacity of the bottom sealing concrete is improved; at least one anchoring ring rib is connected by full welding, so that water seepage at the joint of the steel casing and the bottom sealing concrete at the later stage is effectively prevented; (5) the steel casing is fixedly connected with the flat connecting piece to form a steel skeleton in the bottom sealing concrete, so that the tensile strength and the overall performance of the bottom sealing concrete are improved, and 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 not to limit the invention. In the drawings:
fig. 1 is a plan view showing the overall structure of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group of the present invention.
Fig. 2 is a schematic structural diagram of the transverse 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 longitudinal section structure diagram of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group of the invention.
Fig. 4 is an enlarged front view of inverted cow leg columns and stiffening plates of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group of the invention.
Fig. 5 is an enlarged side view of inverted cow leg columns and stiffening plates of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group of the invention.
Fig. 6 is a schematic diagram of a first 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. 7 is a schematic diagram 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 the 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 of the invention.
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 of the invention.
Fig. 10 is a first schematic view of the integral launching 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 group according to the invention.
Fig. 11 is a second schematic view of the integral launching 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 group according to the invention.
Fig. 12 is a schematic view of floating to a pier position 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 of the invention.
Fig. 13 is a seventh step schematic view of the construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile group according to the present invention.
Fig. 14 is a schematic diagram of an eighth 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 invention.
In the figure, 1 is a steel cofferdam, 2 is a steel casing, 3 is a transverse flat connecting piece, 4 is a longitudinal flat connecting piece, 5 is a cross beam, 6 is a diagonal supporting piece, 7 is a suspender, 8 is a connecting plate, 9 is an inverted bracket column, 10 is a stiffening plate, 11 is an anchoring ring rib, 12 is bottom sealing 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 the specific embodiments of the present invention and the accompanying drawings. It is to be understood that the described embodiments are merely exemplary of the invention, and not restrictive of the full scope of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The technical solutions provided by the embodiments of the present invention are described in detail below with reference to the accompanying drawings.
Example 1
A double-wall steel cofferdam and short pile group integral positioning and mounting structure is shown in figures 1-3 and comprises inverted bracket columns 9 and stiffening plates 10 which are respectively welded at the end parts of a cross beam 5 and an inclined support part 6 in the assembling process of a steel cofferdam 1, the cross beam 5 and at least two steel piles 2 are connected through a suspender 7, adjacent steel piles 2 are welded through a longitudinal flat connecting part 4, a transverse flat connecting part 3 and a connecting plate 8 to form a short pile group, and the short pile group and the steel cofferdam 1 form an integral body.
According to the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group, the inverted corbel column 9 is welded with the steel cofferdam 1, and the beam 5 is placed on the upper inverted corbel column 9. One end of the diagonal bracing piece 6 is supported at the bottom of the cross beam 5, and the other end is directly placed on the lower inverted corbel column 9. The steel pile casings 2 are hung on the cross beam 5 through the hanging rod 7, and the longitudinal flat connecting piece 4 and the transverse flat connecting piece 3 connect the steel pile casings 2 and the steel cofferdam 1.
Example 2
The integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group of the embodiment 1 is shown in fig. 4 and 5, and the stiffening plate 10 is connected below the inverted corbel column 9.
Further, the inverted bracket column 9 is two-layered, and the beam 5 is hoisted and placed on the inverted bracket column 9 on the upper layer. Specifically, a gap of 5cm-10cm is reserved between the end of the cross beam 5 and the panel of the steel cofferdam 1, and the width of the cross beam 5 is 3 cm-5 cm smaller than that of the inverted bracket column 9.
Furthermore, one end of the inclined support piece 6 is connected with the cross beam 5 in a welding mode, and the other end of the inclined support piece is directly placed on the lower-layer inverted corbel column 9.
Still further, the suspender 7 is buckled and hung on the cross beam, and the end part of the suspender 7 is welded on two sides of the top opening of the steel casing 2.
Further, the longitudinal parallel connection piece 4 and the transverse parallel connection piece 3 are respectively connected with the steel casing 2 in a welding mode through channel steel.
Further, the bottom of the steel casing 2 is plugged, bottom sealing concrete 12 is poured, and at least three annular anchoring ring ribs 11 are welded on the outer wall of the steel casing 2 at the position of the bottom sealing concrete 12 in an equidistant distribution manner; the anchoring ring ribs 11 are threaded reinforcing steel bars, and the bonding force is high. And full welding is carried out between the at least one anchoring ring rib (11) and the outer wall of the steel casing (2).
Specifically, the inverted corbel column 9 is welded with the steel cofferdam 1 at a preset position according to the actual length of the steel casing 2, and a stiffening plate 10 is adopted under the inverted corbel column 9 for reinforcement. The beam 5 is hoisted and placed on the inverted bracket column 9, and the beam 5, the inclined support piece 6 and the inverted bracket column 9 are not welded or consolidated, so that the beam 5 and the inclined support piece 6 can be directly hoisted and then removed by using a crane before the pile foundation drilling construction after the steel cofferdam 1 is in place, and convenience is provided for pile foundation pore-forming.
After the cross beam 5 is placed in position, one end of the diagonal support piece 6 is welded under the cross beam 5, and the other end of the diagonal support piece 6 is directly placed on the lower-layer inverted corbel column 9, so that the cross beam 5 can be directly lifted away conveniently in the later period. The diagonal bracing piece 6 can reduce the span, stress and deflection deformation of the cross beam 5, and 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 corbel column 9 can be eliminated.
Further, the hanger rod 7 may be made of a round steel material, has a good tensile strength, and temporarily fixes the height and the plane position of the steel casing 2.
Wherein, the longitudinal parallel connection piece 4 and the transverse parallel connection piece 3 are respectively at least two layers, so that the overall strength, the rigidity and the stability are improved. Further, the number of layers of the longitudinal parallel connecting pieces 4 and the transverse parallel connecting pieces 3 can be determined according to the height of the steel casing 2, and the single steel casing 2 can be connected into an integral short casing group, so that the integral stability is improved.
The double-wall steel cofferdam and the short pile casing group integral positioning and mounting structure of the embodiment, specifically, the steel pile casings 2 are longitudinal cylinder shapes, the number of the steel pile casings is at least two, and the steel pile casings and the pile foundation plane arrangement type are distributed in a one-to-one correspondence mode. The transverse flat link 3 comprises a longitudinal link plate and two transverse link plates which are distributed uniformly over and under one side of the connecting longitudinal link plate. The longitudinal parallel links 4 are horizontal and inclined links, and each longitudinal parallel link 4 may include two horizontal links and two links crossed in the middle, the two horizontal links being located above and below the two crossed links, respectively. The cross beams 5 can be I-shaped steel or H-shaped steel, and each cross beam 5 can be formed by welding and connecting two side-by-side I-shaped steel or H-shaped steel. The diagonal support 6 may be an inclined bar. The boom 7 may be a longitudinal bar. The connecting plate 8 may be a rectangular plate attached to the outer wall of the steel casing 2, and the connecting plate 8 is connected to the end of the longitudinal flat link 4, for example, the connecting plate 8 is connected to the end of a horizontal and an inclined link rod. The structure of the inverted corbel column 9 and the stiffening plate 10, specifically, the inverted corbel column 9 is a horizontal open hollow cylinder, the surface of the inverted corbel column 9 connected with the steel cofferdam 1 is a plane, the surface lapped with the beam 5 is an inclined surface, that is, the longitudinal section of the inverted corbel column 9 is a right trapezoid, and in cooperation with the right trapezoid, the two end surfaces of the beam 5 are inclined surfaces, and the longitudinal section of the beam 5 is an inverted trapezoid, and is preferably an inverted isosceles trapezoid. The stiffening plate 10 is a right-angled triangular plate, and the side edges of the stiffening plate, the steel cofferdam 1 and the inverted bracket columns 9 are welded and connected are right-angled edges.
Example 3
The construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group of the embodiment comprises the following steps,
referring to fig. 6, in a first step, the steel cofferdam 1 with a double-wall structure is assembled and welded in blocks on land;
secondly, rolling and processing the steel casing 2, and transporting the steel casing to a construction site;
referring to fig. 7, in the third step, the outer wall of the steel casing 2 is welded with an anchoring ring rib 11, and the inner wall of the steel cofferdam 1 is welded with an inverted corbel column 9 and a stiffening plate 10;
referring to fig. 8, fourthly, hoisting the steel casing 2 one by one in place, and hoisting and placing the beam 5 on the inverted corbel column 9;
referring to fig. 9, in the fifth step, the steel casing 2 is hung on the cross beam 5, and the longitudinal flat connecting pieces 4 and the transverse flat connecting pieces 3 among the steel casings 2 are welded to form a short casing group;
referring to fig. 10, 11 and 12, in a sixth step, the steel cofferdam 1 and the short pile casing group are integrally immersed in water by a cable-breaking air bag method on a ramp and transported to a pier position in a floating manner;
referring to fig. 13, in the seventh step, the steel cofferdam 1 is connected with high water injection and sunk, and is positioned, bedded and anchored, and the foundation in 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, the hanger rods 7 are cut off after the bottom sealing concrete 12 reaches the preset strength, and the cross beam 5 is hung out.
Example 4
In the construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile group in the embodiment 3, in the first step, when the steel cofferdam 1 is assembled, an unclosed folding opening is reserved on one side, and after the steel pile 2 is mounted, the folding opening is folded.
Furthermore, in the second step, the steel casing 2 is rolled into a cylinder shape by adopting a medium-thickness steel plate, so that the diameter of the steel casing 2 is greater than that of the pile foundation, and the processing length of the steel casing 2 is greater than the preset thickness of the back cover concrete 12.
And in the second step, at least two inner supporting pieces are arranged in the steel casing 2 at equal intervals, and the inner supporting pieces are further cross-shaped section steel.
Furthermore, in the third step, at least three anchoring ring ribs 11 are welded on the outer wall of the steel casing 2 within the range of the bottom sealing concrete 12 at equal intervals; and performing full-length welding between at least one anchoring ring rib 11 and the outer wall of the steel casing 2.
And in the fifth step, the bottom height of the steel pile casing 2 is higher than that of the steel cofferdam 1.
Further, in the eighth step, when the bottom of the steel casing 2 is plugged, a bagged sand bag or backfilled clay is used for plugging a gap between the steel casing 2 and a river bed.
Further, in the eighth step, the hanger rod 7 suspended between the steel casing 2 and the cross beam 5 is cut off under water, and the cross beam 5 and the diagonal stay 6 are lifted out of the water by the hoisting equipment.
During specific construction, the construction method for integrally positioning and mounting the double-wall steel cofferdam and the short pile casing group can be summarized as follows: in the process of assembling the steel cofferdam 1, roughly positioning the steel pile casings 2 according to the design positions, determining the welding height of the inverted corbel columns 9 according to the actual height of the steel pile casings 2, welding the inverted corbel columns 9 on the inner wall of the steel cofferdam 1, and positioning the stiffening plates 10 under the inverted corbel columns 9; after the welding of the inverted bracket column 9 is finished and the inverted bracket column is qualified through inspection, the beam 5 is hoisted and placed on the inverted bracket column 9, and then the inclined support pieces 6 on the two sides of the beam 5 are welded with the bottom of the beam 5; the steel casing 2 is connected with the cross beam 5 through a suspender 7, the suspender 7 is in an inverted U shape, the suspender 7 is buckled and hung on the cross beam 5, the position of the suspender 7 is adjusted according to the design position of the steel casing 2, the other end of the suspender 7 is fully welded with the steel casing 2, and the elevation position of the steel casing 2 is positioned and fixed; the longitudinal flat connecting pieces 4, the transverse flat connecting pieces 3 and the connecting plates 8 are welded among the steel pile casings 2, the steel pile casings 2 are fixedly connected into a stable whole, and the short pile casings and the steel cofferdam 1 are also fixedly connected into a whole. And finally, after the plane position and the elevation of the steel pile casing 2 meet the requirements, the installation of the short pile casing group and the steel cofferdam integral structure is completed. In the first step, a folding opening is reserved on one side and is not closed when the steel cofferdam 1 is assembled, the steel cofferdam is used as a machine tool equipment and personnel access passage, and the steel casing 2 is folded after being installed. In the second step, the steel casing 2 is rolled into a cylinder shape by adopting a medium-thickness steel plate, further, the diameter of the steel casing 2 is 30-40cm larger than that of the pile foundation, and the processing length of the steel casing 2 is 1.5-2.0m larger than the designed thickness of the bottom sealing concrete 12. In the second step, the steel protects 2 insides and equidistant sets up "ten" word internal stay, takes place to warp when preventing that steel protects a 2 and stacks, transports. 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 bottom sealing concrete 12 in the later period can be prevented. In the fourth step, the diagonal support member 6 is used for reducing the downwarping deformation value of the cross beam 5 after being bent, and the downwarping deformation can be controlled within a standard allowable range by improving the bending rigidity of the cross beam 5, so that the diagonal support member 6 is not required. And in the fifth step, the height of the bottom of the steel pile casing 2 is 20-40cm higher than that of the bottom of the steel cofferdam 1, and the height difference between the height of the steel pile casing 2 and the height of the bottom of the steel cofferdam 1 is at least 20cm or 30cm, so that the influence of local unevenness or a raised part on sinking elevation and an implantation effect of the river bed when the short pile casing group and the steel cofferdam 1 sink and are implanted is avoided, and the bottom of the steel pile casing 2 is prevented from being cut into the air bag 17 when the water is launched. In the sixth step, according to actual conditions such as construction sites and mechanical equipment configuration, the steel cofferdam 1 and the short pile casing group can be launched into water by adopting the technical schemes of hoisting large-scale hoisting equipment into water integrally, launching on a ramp by a cable-breaking air bag method, launching on a ramp by a slideway and the like, and the short pile casing group structure can be ensured not to generate the phenomena of welding failure, falling of welding spots, obvious deformation of components or inclination and falling of the steel pile casing 2 after the steel cofferdam 1 is launched into water. Specifically, referring to fig. 10 and 11, after the steel cofferdam 1 and the steel pile casing 2 are integrally positioned and installed on the land work platform, a plurality of air bags 17 are uniformly arranged at the bottom at intervals to support the overall 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 downward slope by a front-end winch 14. Meanwhile, in order to resist the horizontal component force of the dead 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. And starting the rear end winch 14 to enable the steel cofferdam 1 to slowly slide to the water inlet, starting the cable breaker 17, enabling the steel cofferdam 1 to freely accelerate and slide downwards in the water by means of self-weight component force, entering the water by means of inertia and gradually decelerating under the influence of water resistance until the self-floating state is stabilized. In the eighth step, the mode of sand bag in bags or backfill clay is adopted in the shutoff of 2 bottoms of steel casing, protects a clearance shutoff between 2 and the riverbed closely knit with the steel, and inside concrete flow to 2 steel casings when preventing the back cover, avoided causing the influence to follow-up pile foundation pore-forming construction. And in the eighth step, the hanger rods 7 hung between the steel casing 2 and the cross beam 5 are completely cut off in an underwater cutting mode, and the cross beam 5 and the diagonal support members 6 are lifted out of the water by utilizing hoisting equipment, so that convenience is brought to pile foundation drilling construction.
According to the construction method of the integral positioning and mounting structure of the double-wall steel cofferdam and the short pile casing group, the process of mounting the steel pile casing 2 is changed from a key process to a non-key process, the total length of a key line is shortened, and the construction period is powerfully guaranteed; the short protective cylinder structure is adopted, the steel protective cylinder 2 does not need to be connected above the water surface, a large amount of steel protective cylinder materials are saved, and the material cost investment is low; the steel casing is installed and positioned on water and then on land, so that a safe and reliable operation environment is provided for construction machinery, the operation efficiency is improved, and the safety risk is reduced; the requirements on the performance model of the construction machinery are reduced, and the investment of the machinery cost is reduced; and the positioning and verticality of the steel casing 2 are controlled conveniently and the control precision is high. 2 outer wall welding anchor circle muscle 11 of steel casing, the steel casing 2 is high with the cohesive force of back cover concrete 12, and the back cover concrete 12 is anti floats, anti heavy bearing capacity is high, and can effectively prevent later stage steel casing 2 and the 12 seam crossing infiltration of back cover concrete. The steel protects and connects the fixed parallel connection piece between the section of thick bamboo 2 and forms the shaped steel skeleton in back cover concrete 12 is inside, has improved the tensile strength and the wholeness ability of back cover concrete 12, has reduced the safe risk in the stage of the construction cushion cap of drawing water.
The above description is only an example of the present application and is not intended to limit the present application. Various modifications and changes may occur to those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the scope of the claims of the present application.
Claims (12)
1. The utility model provides a double-walled steel cofferdam and short pile casing crowd integrated positioning mounting structure, includes and welds down bracket post (9) and stiffener (10) at crossbeam (5) and diagonal brace piece (6) tip respectively in steel cofferdam (1) assembles the in-process, its characterized in that, is connected through jib (7) between crossbeam (5) and two at least steel pile casings (2), welds through vertical parallel connection piece (4), horizontal parallel connection piece (3) and connecting plate (8) between the adjacent steel pile casing (2) and constitutes short pile casing crowd, short pile casing crowd constitutes wholly with steel cofferdam (1).
2. The integral positioning and mounting structure of the double-wall steel cofferdam and the short pile liner group as claimed in claim 1, wherein the stiffening plate (10) is connected below the inverted cow leg column (9), the suspender (7) is buckled and hung on the cross beam, and the end part of the suspender (7) is welded on both sides of the top opening of the steel pile liner (2).
3. The integral positioning and mounting structure for the double-wall steel cofferdam and the short pile casing group as claimed in claim 1, wherein the inverted corbel columns (9) are two layers, and the beam (5) is hoisted and placed on the inverted corbel column (9) at the upper layer; one end of the inclined supporting piece (6) is welded with the cross beam (5), and the other end is directly placed on the lower inverted cow leg column (9).
4. The integral positioning and mounting structure for the double-wall steel cofferdam and the short pile casings of claim 1, wherein the longitudinal horizontal connecting members (4) and the transverse horizontal connecting members (3) are at least two layers respectively and are welded with the steel pile casings (2) respectively through channel steel.
5. The integral positioning and mounting structure for the double-wall steel cofferdam and the short pile cap group according to claim 1, wherein a reserved gap is arranged between the end of the beam (5) and the steel cofferdam (1), and the width of the beam (5) is less than that of the inverted cow leg column (9).
6. The double-wall steel cofferdam and short pile group integral locating and mounting structure of claim 1, characterized in that the bottom of the steel pile (2) is sealed and poured with bottom sealing concrete (12), the outer wall of the steel pile (2) at the position of the bottom sealing concrete (12) is welded with at least three annular anchoring ring ribs (11) in an equidistant distribution; and full welding is carried out between the at least one anchoring ring rib (11) and the outer wall of the steel casing (2).
7. A construction method for the integral positioning and installation structure of the double-wall steel cofferdam and the short pile group according to any one of claims 1 to 6, which comprises the following steps,
firstly, assembling and welding a double-wall steel cofferdam (1) in blocks on land;
secondly, rolling and processing the steel casing (2), and transporting the steel casing to a construction site;
thirdly, welding anchoring ring ribs (11) on the outer wall of the steel pile casing (2), and welding inverted cow leg columns (9) and stiffening plates (10) on the inner wall of the steel cofferdam (1);
fourthly, hoisting the steel casing cylinders (2) one by one in place, and hoisting and placing the cross beam (5) onto the inverted corbel column (9);
fifthly, hanging the steel casing barrels (2) on a cross beam (5), and welding longitudinal parallel connecting pieces (4) and transverse parallel connecting pieces (3) among the steel casing barrels (2) to form a short casing barrel group;
sixthly, integrally launching the steel cofferdam (1) and the short pile casing group, and carrying out floating transportation to a pier position;
seventhly, connecting the steel cofferdam (1) with high water injection for sinking, positioning, nidating and anchoring, and cleaning the foundation in the steel cofferdam (1);
and step eight, plugging the bottom of the steel pile casing (2), pouring the bottom sealing concrete (12), cutting off the suspender (7) after the bottom sealing concrete (12) reaches the preset strength, and lifting the beam (5).
8. The construction method of the integral positioning and installation structure of the double-wall steel cofferdam and the short pile liner group according to claim 7, characterized in that in the first step, when the steel cofferdam (1) is assembled, an unclosed folding opening is reserved on one side, and after the steel pile liner (2) is installed, the folding opening is folded.
9. The construction method of the integral positioning installation structure of the double-wall steel cofferdam and the short pile casing group according to claim 7, characterized in that in the second step, the steel pile casing (2) is rolled into a cylinder shape by adopting a medium-thickness steel plate, the diameter of the steel pile casing (2) is larger than that of the 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.
10. The construction method of the integral positioning and installation structure of the double-wall steel cofferdam and the short pile group according to claim 7, characterized in that in the fifth step, the bottom height of the steel pile (2) is higher than that of the steel cofferdam (1).
11. The construction method of the integral positioning and installation structure of the double-wall steel cofferdam and the short pile group according to claim 7, characterized in that in the eighth step, when the bottom of the steel pile (2) is sealed, a bagged sand bag or backfilled clay is used to seal the gap between the steel pile (2) and the river bed.
12. The construction method of the integral positioning and installation structure of the double-wall steel cofferdam and the short pile liner group as claimed in claim 7, wherein in the eighth step, the hanging rod (7) hung between the steel pile liner (2) and the beam (5) is cut off under water, and then the beam (5) and the diagonal bracing members (6) are lifted out of the water by the hoisting equipment.
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| CN202010590168.8A CN111576247A (en) | 2020-06-24 | 2020-06-24 | Double-wall steel cofferdam and short pile casing group integral positioning and mounting structure and construction method |
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| CN202010590168.8A CN111576247A (en) | 2020-06-24 | 2020-06-24 | Double-wall steel cofferdam and short pile casing group integral positioning and mounting structure and construction method |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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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 |
| CN114753389A (en) * | 2022-03-28 | 2022-07-15 | 南水北调(山东)机电维修有限责任公司 | Self-sinking combined steel cofferdam special for canal lining repair 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 |
| CN115233712A (en) * | 2022-08-25 | 2022-10-25 | 中交一公局集团有限公司 | Extra-large dumbbell-shaped double-wall steel cofferdam and pile casing group and hoisting and floating construction method thereof |
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- 2020-06-24 CN CN202010590168.8A patent/CN111576247A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN114753389A (en) * | 2022-03-28 | 2022-07-15 | 南水北调(山东)机电维修有限责任公司 | Self-sinking combined steel cofferdam special for canal lining repair under deepwater condition |
| 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 |
| CN115233712A (en) * | 2022-08-25 | 2022-10-25 | 中交一公局集团有限公司 | Extra-large dumbbell-shaped double-wall steel cofferdam and pile casing group and hoisting and floating construction method thereof |
| CN115233712B (en) * | 2022-08-25 | 2024-06-18 | 中交一公局集团有限公司 | Super-large dumbbell-shaped double-wall steel cofferdam and pile casing group and lifting floating construction method thereof |
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