CN110106898B - Method for reinforcing instability of steel sheet pile cofferdam in offshore soft soil foundation - Google Patents
Method for reinforcing instability of steel sheet pile cofferdam in offshore soft soil foundation Download PDFInfo
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- CN110106898B CN110106898B CN201910357095.5A CN201910357095A CN110106898B CN 110106898 B CN110106898 B CN 110106898B CN 201910357095 A CN201910357095 A CN 201910357095A CN 110106898 B CN110106898 B CN 110106898B
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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
- E02D37/00—Repair of damaged foundations or foundation structures
Abstract
A method for reinforcing instability of a steel sheet pile cofferdam in an offshore soft soil foundation comprises the steps of firstly removing part of surrounding purlin in a collapse area, pulling out deformed steel sheet piles, backfilling rubbles in the collapse area, then driving the steel sheet piles again, throwing stones on the outer sides of the newly driven steel sheet piles, and driving steel pipe piles on the inner sides of the newly driven steel sheet piles; then, after the water level in the cofferdam meets the construction requirements, mounting the enclosing purlin and the inner support, and firmly welding the bottom enclosing purlin with the top of the steel pipe pile; and finally, after dredging the bottom of the cofferdam, laying section steel and a reinforcing mesh, welding the section steel and the steel pipe piles, pouring the back sealing concrete layer by layer, arranging a circle of brick retaining wall on the top surface of the back sealing concrete after pouring, and arranging a side ditch and a water collecting well on the inner side of the brick retaining wall. The invention not only improves the safety and stability of the steel sheet pile cofferdam, but also accelerates the construction progress, and effectively solves the sudden instability condition of the steel sheet pile cofferdam.
Description
Technical Field
The invention relates to a method for reinforcing a steel sheet pile cofferdam, in particular to a method for reinforcing instability of a steel sheet pile cofferdam in an offshore soft soil foundation.
Background
Due to the limitation of river-crossing, river-crossing and sea-crossing traffic, people start underwater construction successively, and the problem that the construction in water is changed into land construction needs to be solved. The steel sheet pile cofferdam is increasingly widely applied by the advantages of high construction speed, convenient construction machinery, obvious economic benefit and the like, and is one of common construction methods for solving the underwater construction problem.
However, in the construction process, how to solve the cofferdam leakage, guarantee the safety in use of the steel sheet pile, effectively avoid the splitting of the steel sheet pile in the construction process, become the difficult problem of the whole building industry. Particularly in offshore soft soil areas, once the steel sheet piles are subjected to large tidal fall, storm impact, stratum collapse and the like, the steel sheet piles are easy to be unstably damaged, and water leakage, sand leakage and the like are caused. How to rapidly solve the emergency, reduce the engineering loss and ensure the artificial safety becomes a big difficulty in engineering.
Disclosure of Invention
The invention aims to provide a method for reinforcing instability of a steel sheet pile cofferdam in a soft soil foundation at sea, which enhances the bearing capacity of the foundation, improves the anchoring force of a steel sheet pile and improves the stability of the whole steel sheet pile cofferdam.
In order to achieve the purpose, the invention adopts the technical scheme that:
a method for reinforcing instability of a steel sheet pile cofferdam in an offshore soft soil foundation comprises the following steps:
the method comprises the following steps: dismantling the purlin at the deformed position of the steel sheet pile cofferdam, discharging water in the cofferdam, and pulling out the deformed steel sheet pile after the water pressure inside and outside the cofferdam is balanced;
step two: backfilling rubbles in a stratum collapse area at the deformation position of the steel sheet pile cofferdam, wherein the backfilling range is larger than that of the stratum collapse area;
step three: driving a new steel sheet pile to replace the pulled steel sheet pile, reserving the position of at least one steel sheet pile, and then throwing stones at the outer side of the newly driven steel sheet pile for stacking, wherein the distance between a stone throwing area and the steel sheet pile is 3 m;
step four: driving a plurality of steel pipe piles tightly attached to the steel sheet piles into the inner side of the newly driven steel sheet pile, wherein the distances of the plurality of steel pipe piles are equal in the same direction of the steel sheet pile cofferdam;
step five: after the steel pipe pile is driven, driving the rest steel sheet piles to complete the folding of the steel sheet pile cofferdam, and coating a mixture of butter and sawdust in the locking port of the steel sheet pile;
step six: when the water level in the steel sheet pile cofferdam is higher than a specified value, draining water, and in the draining process, if the locking notch leaks water, taking anti-leakage measures;
step seven: in the drainage process, mounting the enclosing purlins and the inner supports in a layered mode, wherein the top of the steel pipe pile is welded with the bottom of the enclosing purlin at the bottommost layer;
step eight: digging out bottom sludge inside the steel sheet pile cofferdam, paving profile steel at the bottom, welding the profile steel and the steel pipe pile, then paving a layer of reinforcing mesh, then pouring back cover concrete, pouring the back cover concrete in two layers, and pouring a second layer after the strength of the concrete poured in the first layer reaches 25 Mpa;
step nine: set up the round barricade at back cover concrete top surface, barricade distance back cover concrete edge 50cm, barricade height 20cm sets up side ditch and water catch bowl simultaneously at the barricade inboard to collect back cover concrete top surface ponding.
The average particle size of the rubble for backfilling is 6-10 cm.
The diameter of the steel pipe pile is 630mm, the length of the steel pipe pile is 34m, and the distance between every two adjacent steel pipe piles is 2.5 m.
The anti-leakage measures are as follows: in the process of draining water, the steel sheet pile cofferdam hangs plastic film strips outside the locking notch of the steel sheet pile cofferdam, the mixture of sawdust, fly ash and clay is scattered in the water at the periphery of the steel sheet pile cofferdam, and the locking notch gap is filled with cotton yarn, cloth strips or cotton at the inner side of the steel sheet pile cofferdam.
The mesh of the reinforcing mesh is 100mm multiplied by 100mm, the diameter of the used reinforcing steel bar is 16mm, and the section steel is 25a I-shaped steel.
And when the inner supports are installed in the seventh step, I-shaped steel is adopted to be made into the brackets which are welded on the steel sheet piles, the top surfaces of the brackets are welded with the bottoms of the enclosing purlins, the inner supports are welded with the enclosing purlins, the enclosing purlins and the steel sheet piles are welded and filled with waste I-shaped steel, the limiting blocks are arranged between the brackets and the corresponding inner supports, the limiting blocks are welded on the top surfaces of the brackets, and the shaking range of the enclosing purlins and the steel sheet pile cofferdams is limited in the length direction of the inner.
The invention has the beneficial effects that:
firstly, the rubble is backfilled in the stratum collapse area, so that partial sludge can be replaced, the stratum stability is enhanced, and the anchoring force of the steel sheet pile is ensured; the backfill area is properly enlarged, and the backfill from the edge of the collapse area to the collapse area can ensure that the foundation is more stable.
Secondly, a gap is reserved when a new steel sheet pile is driven in, the purpose is to balance the water pressure difference inside and outside the cofferdam, prevent secondary instability damage, facilitate driving of the inner steel pipe pile and then fold the cofferdam after the steel pipe pile is driven in subsequently.
Thirdly, the periphery of the new steel sheet pile is driven to carry out riprap and stowage, so that the impact of wind waves on the steel sheet pile can be reduced, and meanwhile, the outer steel sheet pile can play a role of pressing feet to prevent the steel sheet pile from further inclining; the riprap leaves outside steel sheet pile 3m, reducible because the riprap stowage is to the passive soil pressure influence that the cofferdam produced to the extrusion soil body, make the soil body around the steel sheet pile more closely knit, play the effect of consolidating the ground.
Fourthly, the steel pipe piles are tightly attached to the steel plate piles, the tops of the steel pipe piles are firmly welded with the bottoms of the bottommost enclosing purlins, and the steel pipe piles are welded through the profile steel embedded in the bottom sealing concrete, so that the steel plate piles, the steel pipe piles and the profile steel form a whole, and the stability of the cofferdam is enhanced from multiple angles.
Fifthly, hanging and filling plastic film strips at the locking gap on the outer side of the steel sheet pile cofferdam in the drainage process of the steel sheet pile cofferdam, scattering a mixture of sawdust, fly ash and clay into peripheral water, adsorbing the mixture to a water leakage position through suction force formed by water pressure difference to achieve the purpose of leakage stoppage, and further stopping the gap through cotton yarns, cloth strips, cotton and the like on the inner side of the cofferdam; wherein the sawdust, the cotton yarn and the cotton wool can expand after absorbing water, thereby improving the effect of plugging gaps.
Sixthly, the function of paving the section steel and the reinforcing mesh before pouring the bottom sealing concrete is to support the first layer of bottom sealing concrete to form a whole, so that the anti-cracking performance and the strength are improved, and the concrete sinking caused by stratum collapse is prevented. The back cover concrete is poured in two layers, and aim at prevents that once only pouring from causing the basis to sink, and shaped steel and reinforcing bar net play the effect of skeleton, prevent to cause the concrete to sink because of the stratum sinks, make whole ground more firm.
Seventhly, set up round brick retaining wall at the bottom sealing concrete top surface of second floor, the inboard sets up side ditch and water catch pit, and its main objective is used for blockking that moist water and debris get into by the gap between steel sheet pile and the bottom sealing concrete, sets up side ditch and water catch pit simultaneously at brick retaining wall inboard, is convenient for clear up bottom sealing concrete top surface ponding.
Drawings
FIG. 1 is a schematic structural diagram of a steel sheet pile cofferdam;
FIG. 2 is a schematic diagram of backfilling of a collapsed region after the steel sheet pile cofferdam is unstable;
FIG. 3 is a schematic view of a steel pipe pile driven into a collapsed area of a steel sheet pile cofferdam;
FIG. 4 is a schematic side view of the steel sheet pile cofferdam after the steel pipe pile is driven;
FIG. 5 is a schematic illustration of the installation of the inner supports, purlins and steel sheet piles;
FIG. 6 is a schematic diagram of the arrangement of section steel in the steel sheet pile cofferdam back cover concrete;
FIG. 7 is a side schematic view of the steel sheet pile cofferdam after pouring of bottom-sealing concrete;
FIG. 8 is a schematic view of the arrangement of a brick retaining wall and a water collecting well at the bottom of the steel sheet pile cofferdam;
the labels in the figure are: 1. the steel sheet pile, 2, enclosing purlin, 3, inner support, 4, cushion cap, 5, steel casing, 6, steel pipe pile, 7, third layer enclosing purlin, 8, bracket, 9, limiting block, 10, section steel, 11, communicating vessel, 12, back cover concrete, 13, brick retaining wall, 14 and water collecting well.
Detailed Description
The technical solution of the present invention will be further described below by way of specific embodiments.
The engineering geology is a soft soil foundation of marine silt, the steel sheet pile cofferdam structure is shown in figure 1 and comprises a steel sheet pile 1, an enclosing purlin 2 and an inner support 3, and a bearing platform 4 and a steel pile casing 5 are arranged in the steel sheet pile cofferdam; when the third layer of purlin 7 (namely the bottom purlin) of the steel sheet pile cofferdam is constructed, the stratum on the east side of the cofferdam collapses, and the steel sheet pile 1 on the side is extruded by seawater tide and is inclined and deformed. The cofferdam core soil is translated into the foundation pit, and the cofferdam water leakage phenomenon is serious. This emergency must be dealt with as quickly as possible or else it will cause the entire cofferdam to deform unstably.
The method adopts the steps of reinforcing the local part, backfilling stone chips, throwing stones and driving the steel pipe piles 6 into the steel pipe piles to improve the anchoring force and the anti-overturning force of the steel plate piles 1 in the collapse area. The top surface of the bottom sealing concrete 12 is provided with a circle of brick retaining wall 13, so that the construction working surface is cleaner and tidier, the economic loss caused by the sudden instability condition of the steel sheet pile cofferdam is effectively reduced, and the safety and stability of subsequent construction are ensured.
The specific treatment steps are as follows:
(1) dismantling the first, second and third layers of surrounding purlins 2 at the deformed part of the steel sheet pile cofferdam, opening the communicating vessel 11 during the low tide level period to directly discharge the water in the cofferdam, and pulling out the deformed steel sheet pile 1 after balancing the internal and external water pressure difference; if the communicating vessel 11 is not provided, other drainage measures can be adopted;
(2) backfilling rubbles in the stratum collapse area, wherein the grain diameter is 6-10 cm, in this example, about 8cm, as shown in fig. 2, the backfilled area should be properly enlarged and larger than the collapse area, and during backfilling, backfilling from the edge of the collapse area to a certain elevation, in this example, backfilling to the elevation of-3.2 m;
(3) driving the steel sheet pile 1 of the pulled part again, but not folding, reserving the position of one steel sheet pile 1, performing cofferdam folding after a steel pipe pile 6 is driven subsequently, performing riprap piling on the periphery of the newly driven steel sheet pile 1, wherein the riprap width is 4m, the thickness is 2m, and the riprap leaves the steel sheet pile cofferdam by 3 m;
(4) closely attaching the steel sheet pile 1 to the inner side of the newly-driven steel sheet pile 1, driving phi 630mm steel pipe piles 6 (without considering the pulling-out) with the length of 34m into the steel sheet pile 1, driving 3 steel pipe piles 6 on the north side of the cofferdam, driving 5 steel pipe piles 6 on the east side of the cofferdam and driving 8 steel pipe piles 6 in total to stabilize the stratum at the root of the steel sheet pile 1, wherein the distance between the adjacent steel pipe piles 6 is 2.5m in the same direction of the cofferdam as shown in figure 3; the elevation of the top of the steel pipe pile 6 is-1.8 m (namely the elevation of the bottom of the third layer of purlin 7), the steel pipe pile can be used as a bracket for mounting the third layer of purlin 7, and when the purlin is mounted, as shown in fig. 4, the top of the steel pipe pile 6 and the bottom of the third layer of purlin 7 are firmly welded, so that the stability of the cofferdam is enhanced;
(5) after the steel pipe pile 6 is driven, the rest steel plate pile 1 is driven to complete the folding of the steel plate pile cofferdam, and a mixture of butter and sawdust is coated in the locking notch of the steel plate pile 1;
(6) when the water level in the steel sheet pile cofferdam is higher than a specified value, draining water, and in the draining process, taking anti-leakage measures, wherein the anti-leakage measures are as follows: in the drainage process of the steel sheet pile cofferdam, hanging a plastic film strip outside a locking notch of the steel sheet pile cofferdam, throwing a mixture of sawdust, fly ash and clay in water at the periphery of the steel sheet pile cofferdam, and filling a locking notch gap with cotton yarn, cloth strips or cotton at the inner side of the steel sheet pile cofferdam;
(7) when the water level in the steel sheet pile cofferdam meets a specified value, mounting an enclosing purlin 2 and an inner support 3, wherein the top of the steel pipe pile 6 is welded with the bottom of a third layer of enclosing purlin 7; as shown in fig. 5, I-shaped steel is adopted to make a bracket 8, the bracket 8 is welded on a steel sheet pile 1, the top surface of the bracket 8 is welded with the bottom of an enclosing purlin 2, an inner support 3 is welded with the enclosing purlin 2, the space between the enclosing purlin 2 and the steel sheet pile 1 is welded and filled with waste I-shaped steel, a limiting block 9 is arranged between the bracket 8 and the corresponding inner support 3, the limiting block 9 is welded on the top surface of the bracket 8, and the swinging amplitude of the enclosing purlin 2 and the steel sheet pile cofferdam is limited in the length direction of the inner support 3;
(8) carrying out base dredging treatment by combining a combined type suction pump and a telescopic arm grab bucket, as shown in fig. 6, paving section steel 10, welding the section steel 10 and a steel pipe pile 6, then paving a layer of steel bar mesh, pouring bottom sealing concrete 12, pouring the bottom sealing concrete 12 twice in two layers, and pouring a second layer 2 days after the first layer is poured, namely the strength of the concrete reaches 25 Mpa;
(9) a ring of brick retaining wall 13 is arranged on the top surface of the second layer of bottom-sealing concrete 50cm away from the edge, the height of the brick retaining wall is 20cm, and a side ditch and a water collecting well 14 are arranged on the inner side of the brick retaining wall 13, as shown in fig. 8.
The mesh of the reinforcing mesh is 100mm multiplied by 100mm, the diameter of the used reinforcing steel bar is 16mm, and the section steel 10 is 25a I-shaped steel.
In this example, the communicating vessels 11 are provided on both sides (non-deformed sides) of the steel sheet pile cofferdam in the north and south directions, and as shown in fig. 7, the communicating vessels 11 are located below the third layer of purlin 7 and above the back cover concrete 12, and have a diameter of 20 cm.
Claims (6)
1. A method for reinforcing instability of a steel sheet pile cofferdam in an offshore soft soil foundation is characterized by comprising the following steps:
the method comprises the following steps: dismantling the purlin at the deformed position of the steel sheet pile cofferdam, discharging water in the cofferdam, and pulling out the deformed steel sheet pile after the water pressure inside and outside the cofferdam is balanced;
step two: backfilling rubbles in a stratum collapse area at the deformation position of the steel sheet pile cofferdam, wherein the backfilling range is larger than that of the stratum collapse area;
step three: driving a new steel sheet pile to replace the pulled steel sheet pile, reserving the position of at least one steel sheet pile, and then throwing stones at the outer side of the newly driven steel sheet pile for stacking, wherein the distance between a stone throwing area and the steel sheet pile is 3 m;
step four: driving a plurality of steel pipe piles tightly attached to the steel sheet piles into the inner side of the newly driven steel sheet pile, wherein the distances of the plurality of steel pipe piles are equal in the same direction of the steel sheet pile cofferdam;
step five: after the steel pipe pile is driven, driving the rest steel sheet piles to complete the folding of the steel sheet pile cofferdam, and coating a mixture of butter and sawdust in the locking port of the steel sheet pile;
step six: when the water level in the steel sheet pile cofferdam is higher than a specified value, draining water, and in the draining process, if the locking notch leaks water, taking anti-leakage measures;
step seven: in the drainage process, mounting the enclosing purlins and the inner supports in a layered mode, wherein the top of the steel pipe pile is welded with the bottom of the enclosing purlin at the bottommost layer;
step eight: digging out bottom sludge inside the steel sheet pile cofferdam, paving profile steel at the bottom, welding the profile steel and the steel pipe pile, then paving a layer of reinforcing mesh, then pouring back cover concrete, pouring the back cover concrete in two layers, and pouring a second layer after the strength of the concrete poured in the first layer reaches 25 Mpa;
step nine: set up the round barricade at back cover concrete top surface, barricade distance back cover concrete edge 50cm, barricade height 20cm sets up side ditch and water catch bowl simultaneously at the barricade inboard to collect back cover concrete top surface ponding.
2. The method for reinforcing the instability of the steel sheet pile cofferdam in the soft soil foundation at sea according to claim 1, wherein the average grain size of the slates for backfilling is 6-10 cm.
3. The method for reinforcing the cofferdam of the steel sheet pile in the soft soil foundation at sea according to claim 1, wherein the diameter of the steel pipe pile is 630mm, the length is 34m, and the distance between the adjacent steel pipe piles is 2.5 m.
4. The method for reinforcing the instability of the steel sheet pile cofferdam in the offshore soft soil foundation according to claim 1, characterized in that the anti-leakage measure is as follows: in the process of draining water, the steel sheet pile cofferdam hangs plastic film strips outside the locking notch of the steel sheet pile cofferdam, the mixture of sawdust, fly ash and clay is scattered in the water at the periphery of the steel sheet pile cofferdam, and the locking notch gap is filled with cotton yarn, cloth strips or cotton at the inner side of the steel sheet pile cofferdam.
5. The method for reinforcing the cofferdam of the steel sheet pile in the soft soil foundation at sea according to claim 1, wherein the mesh of the reinforcing mesh is 100mm x 100mm, the diameter of the used steel bar is 16mm, and the section steel is 25a I-shaped steel.
6. The method for reinforcing the instability of the steel sheet pile cofferdam in the soft soil foundation at sea according to claim 1, wherein when the inner support is installed in the seventh step, I-shaped steel is adopted to be made into a bracket which is welded on a steel sheet pile, the top surface of the bracket is welded with the bottom of the enclosing purlin, the inner support is welded with the enclosing purlin, the space between the enclosing purlin and the steel sheet pile is filled by welding waste I-shaped steel, a limiting block is arranged between the bracket and the corresponding inner support, the limiting block is welded on the top surface of the bracket, and the swinging amplitude of the enclosing purlin and the steel sheet pile cofferdam is limited in the length direction of the inner support.
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| CN201910357095.5A CN110106898B (en) | 2019-04-29 | 2019-04-29 | Method for reinforcing instability of steel sheet pile cofferdam in offshore soft soil foundation |
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| JP5885099B2 (en) * | 2011-06-30 | 2016-03-15 | 五洋建設株式会社 | Temporary closing device around columnar object and temporary closing method |
| CN103882881B (en) * | 2014-04-11 | 2015-12-30 | 山东黄河工程集团有限公司 | Go deep into rock construction method under water |
| CN104196034B (en) * | 2014-09-18 | 2016-09-21 | 中建交通建设集团有限公司 | A kind of utilize steel sheet pile as the foundation ditch construction method in supporting cofferdam |
| CN104895095B (en) * | 2015-03-26 | 2017-01-18 | 中国建筑第六工程局有限公司 | A method of reinforcing deep water foundation pit steel sheet pile cofferdams |
| JP6812819B2 (en) * | 2017-02-09 | 2021-01-13 | 日本製鉄株式会社 | Foundation reinforcement structure, reinforcement foundation structure and foundation reinforcement method |
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