CN216194845U - Pebble covering layer steel sheet pile cofferdam system - Google Patents
Pebble covering layer steel sheet pile cofferdam system Download PDFInfo
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- CN216194845U CN216194845U CN202122301552.4U CN202122301552U CN216194845U CN 216194845 U CN216194845 U CN 216194845U CN 202122301552 U CN202122301552 U CN 202122301552U CN 216194845 U CN216194845 U CN 216194845U
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Abstract
The utility model relates to a cobble cover layer steel sheet pile cofferdam system which is suitable for a rock stratum geological structure with a cobble cover layer and comprises anchor rods, wales, inner supports, steel sheet piles, foundation pits and bottom sealing concrete plates, wherein the anchor rods are distributed along the periphery of a cofferdam area, the lower ends of the anchor rods are anchored on the rock stratum, the wales surround the anchor rods, the inner supports support supports the wales, the steel sheet piles are inserted into the cobble cover layer and tightly attached to the lower ends of the wales, the foundation pits are excavated along inner and outer slopes of the steel sheet piles, and the bottom sealing concrete plates are flush with anchor rod anchoring sections or/and concrete ring beams are arranged on the upper layers of the anchor rod anchoring sections. By adopting the technical scheme, the water permeability is reduced, and the water stopping effect on the root of the steel sheet pile is achieved; meanwhile, the steel sheet pile forms effective support under the condition of no embedding depth.
Description
Technical Field
The utility model relates to the technical field of bridge construction, in particular to a steel sheet pile cofferdam system with a pebble covering layer.
Background
When constructing steel sheet pile cofferdam under this kind of geological condition of cobble overburden slightly weathered rock, because the stratum is comparatively hard, the steel sheet pile can't be beaten and inserted the stratum, and the cobble layer that the steel sheet pile outside covers is the loose structure that permeates water, be the permeable bed, consequently the cobble layer can't form inseparable structure of inlaying with the steel sheet pile bottom, lead to the unable effective support that forms in steel sheet pile bottom, and the passageway that permeates water that forms in steel sheet pile bottom, there is huge construction safety risk, make the permeable rate of steel sheet pile cofferdam can't restrict in certain extent, the stagnant water effect is relatively poor.
SUMMERY OF THE UTILITY MODEL
To the not enough that prior art exists, the aim at of this application provides cobble overburden steel sheet pile cofferdam system, has the effect that reduces the rate of permeating water, and the steel sheet pile forms effective support under the no consolidation degree of depth condition simultaneously.
In order to achieve the purpose, the utility model provides the following technical scheme:
the cobble-covering-layer steel sheet pile cofferdam system comprises anchor rods, wales, inner supports, steel sheet piles, foundation pits and bottom-sealed concrete plates, wherein the anchor rods are distributed along the periphery of a cofferdam area, the lower ends of the wales are anchored in rock layers, the wales surround the anchor rods, the inner supports support supports the wales, the steel sheet piles are inserted into the cobble-covering layers and tightly cling to the lower ends of the wales, the foundation pits are excavated along inner and outer slopes of the steel sheet piles, and the bottom-sealed concrete plates are flush with anchor rod anchoring sections or/and concrete ring beams are arranged on the upper layers of the anchor rod anchoring sections.
Through adopting above-mentioned technical scheme, in the stratum geological structure of cobble overburden, the cobble layer of its overburden is pervious loose structure, is the permeable bed, and consequently the cobble layer can't form inseparable embedded structure with steel sheet pile bottom, leads to steel sheet pile bottom can't form effective support, and the permeable channel who forms in steel sheet pile bottom. Through the stock of the lower extreme anchor that distributes along cofferdam region periphery at the stratum, through the stock, wailing, interior support and steel sheet pile between be connected as an organic wholely, and then make the stock as the structure of undertaking initiative soil pressure, pass through the stock with soil pressure and transmit to the stratum, keep the fastness of steel sheet pile to and establish the effective support to steel sheet pile. The bottom-sealing concrete plate is flush with the anchor rod anchoring section or/and the concrete ring beam is arranged on the upper layer of the anchor rod anchoring section, the bottom-sealing concrete plate plays a water stopping role on the bottom of the cofferdam, the concrete ring beam plays a supporting role on the lower system of the steel sheet pile, the steel sheet pile is not required to be embedded and fixed into a rock stratum, a large amount of rock drilling construction is avoided, the disturbance on the rock stratum and a river channel is small, the construction is more environment-friendly, and the system can adapt to a complex rock stratum environment; meanwhile, the concrete ring beam replaces a pebble covering layer to be in contact with the steel sheet pile, the effect of stopping water at the root of the steel sheet pile is achieved, and the water permeability of the system is reduced.
The utility model is further configured to: at least one anchor rod is arranged at the corner of the cofferdam area.
Through adopting above-mentioned technical scheme, when excavation foundation ditch to the bottom that is close the steel sheet pile, easily cause the displacement of steel sheet pile bottom, lead to the risk of collapsing even, and be equipped with the stock in the regional corner of cofferdam, then play the more firm that maintains steel sheet pile corner and fold the department, ensure cofferdam structure's stability.
The utility model is further configured to: the distance range between the adjacent anchor rods is set to be 650-700 mm.
By adopting the technical scheme, dense hole guiding is not needed, the construction difficulty of the cofferdam is reduced, and the construction efficiency is improved.
The utility model is further configured to: the depth of the anchoring section of the anchor rod into the rock is at least 3000 mm.
Through adopting above-mentioned technical scheme, because the hardness of stratum is great, the anchor section of stock is gone into the rock and can be transmitted soil pressure to the stratum through the stock, and the fastness of guarantee stock implantation, and then the stability of lift system.
The utility model is further configured to: the depth of the anchoring section of the anchor rod is positively correlated with the thickness of the pebble covering layer at the position of the anchor rod.
By adopting the technical scheme, the thicker the pebble covering layer at the preset position is, the greater the depth of the anchoring section of the anchor rod is, and vice versa, so that the rock-entering depth of the anchoring section of the anchor rod is guaranteed to reach the standard, and the cofferdam is more stable and reliable.
The utility model is further configured to: and the bottom-sealing concrete slab is poured on the pebble covering layer of the foundation pit.
By adopting the technical scheme, water is prevented from permeating into the cofferdam through the covering layer, and the water stopping effect of the system is improved.
The utility model is further configured to: the height of the concrete ring beam is greater than that of the bottom end of the steel sheet pile.
Through adopting above-mentioned technical scheme for the concrete circle roof beam can play the root confined effect with the steel sheet pile, ensures the stagnant water effect of steel sheet pile root.
The utility model is further configured to: the inner side surface of the steel sheet pile and the side surface of the concrete ring beam are mutually attached.
By adopting the technical scheme, the concrete ring beam and the steel sheet pile are closely matched, and the water permeability of the root of the steel sheet pile is reduced.
The utility model is further configured to: wailing is arranged between the anchor rod and the steel sheet pile, and one side surface of wailing, far away from the anchor rod, is connected with the steel sheet pile.
By adopting the technical scheme, the wailing has the function of connecting the anchor rod and the steel sheet pile together to form a whole, so that the pressure of the steel sheet pile can be transmitted to the anchor rod, the soil pressure is transferred to a rock stratum through the anchoring section of the anchor rod, and the stability of the cofferdam is improved; meanwhile, the steel sheet piles do not need to be inserted into the rock stratum, and the construction difficulty of the cofferdam is reduced.
In conclusion, the utility model has the following beneficial effects:
1. the bottom-sealing concrete plate is flush with the anchor rod anchoring section or/and the concrete ring beam is arranged on the upper layer of the anchor rod anchoring section, the bottom-sealing concrete plate plays a water stopping role on the bottom of the cofferdam, the concrete ring beam plays a supporting role on the lower system of the steel sheet pile, the steel sheet pile is not required to be embedded and fixed into a rock stratum, a large amount of rock drilling construction is avoided, the disturbance on the rock stratum and a river channel is small, the construction is more environment-friendly, and the system can adapt to a complex rock stratum environment; meanwhile, the concrete ring beam replaces a pebble covering layer to be in contact with the steel sheet pile, so that the effect of stopping water at the root of the steel sheet pile is achieved, and the water permeability of the system is reduced;
2. the inner support, the anchor rod, the wails and the steel sheet pile are connected into a whole, so that the anti-floating capacity of the cofferdam is guaranteed when the water level is high;
3. through the stock of the lower extreme anchor that distributes along cofferdam region periphery at the stratum, through the stock, wailing, interior support and steel sheet pile between be connected as an organic wholely, and then make the stock as the structure of undertaking initiative soil pressure, pass through the stock with soil pressure and transmit to the stratum, keep the fastness of steel sheet pile to and establish the effective support to steel sheet pile.
Drawings
FIG. 1 is a construction flowchart of the present embodiment;
fig. 2 is a schematic structural view of the back cover concrete slabs of the embodiment;
fig. 3 is a schematic view of the installation of the anchor rod of the present embodiment;
FIG. 4 is an installation diagram of waiters in the present embodiment;
fig. 5 is an installation diagram of the steel sheet pile of the present embodiment;
fig. 6 is a structural top view of an anchor rod, wails and inner supports in the embodiment;
fig. 7 is a schematic structural diagram of a foundation pit of the present embodiment;
fig. 8 is a schematic structural view of the concrete ring beam of the present embodiment.
Reference numerals: 1. an anchor rod; 11. pile planting holes; 2. wailing; 3. steel sheet piles; 4. a foundation pit; 5. bottom sealing concrete slabs; 6. concrete ring beams; 7. and (4) inner supporting.
Detailed Description
The present invention is further described with reference to the drawings and the exemplary embodiments, wherein like reference numerals are used to refer to like elements throughout. In addition, if a detailed description of the known art is not necessary to show the features of the present invention, it is omitted.
The embodiments are described in such detail as to enable those skilled in the art to practice the utility model without the need for inventive faculty. Embodiments may be one or more, as the case may be, to support the intended scope.
For the utility model of the product pair, the detailed description will be made with reference to the accompanying drawings to describe the mechanical structure of the product in detail, and to illustrate the interrelationship between the components, such as the connection relationship, the cooperation relationship, etc., and if necessary, the operation process or operation steps thereof.
As shown in fig. 1 and 2, the steel sheet pile cofferdam system with the pebble covering layer disclosed by the utility model is suitable for a rock stratum geological structure with the pebble covering layer, and comprises anchor rods 1 which are distributed along the periphery of the cofferdam area and have lower ends anchored on the rock stratum, wales 2 enclosing the anchor rods 1, inner supports 7 supporting the wales 2, steel sheet piles 3 tightly attached to the lower ends of the wales 2 and inserted into the pebble covering layer, bottom-sealed concrete slabs 5 flush with the anchoring sections of the anchor rods 1 or/and concrete ring beams 6 arranged on the upper layers of the anchoring sections of the anchor rods 1, the steel sheet piles 3 are not required to be embedded into the rock stratum, a large amount of rock drilling construction is avoided, the disturbance on the rock stratum and a river channel is small, the construction is more environment-friendly, and the system can adapt to a complex rock stratum environment; meanwhile, the concrete ring beam 6 replaces a pebble covering layer to be in contact with the steel sheet pile 3, the effect of stopping water at the root of the steel sheet pile 3 is achieved, and the water permeability of the system is reduced.
As shown in fig. 2 and 3, a pile-planting hole 11 is formed in the periphery of a preset cofferdam area, the rock-inserting depth of the pile-planting hole 11 is at least 3000mm, cement is filled in the pile-planting hole 11, and the anchor rod 1 is embedded in the pile-planting hole 11 to form an anchoring section.
One embodiment of the method is that a preset cofferdam area is of a rectangular structure, pile planting holes 11 are formed in corners of the cofferdam area, the distance between the pile planting holes 11 in the long side direction of the cofferdam area is set to be 688mm, the distance between the pile planting holes 11 in the short side direction of the cofferdam area is set to be 650mm, each pile planting hole 11 is cylindrical, the rock-entering depth of each pile planting hole 11 is 3000mm, underwater concrete C30 is poured in each pile planting hole 11, the height of the underwater concrete C30 is consistent with the length of an anchoring section of an anchor rod 1, the anchoring section of the anchor rod 1 is in a vertical state and is placed in the middle of the pile planting hole 11, and the aperture of each pile planting hole 11 is larger than the diameter of the anchor rod 1.
As shown in fig. 2 and fig. 6, at least one anchor rod 1 is arranged at the corner of the cofferdam area, the distance range between adjacent anchor rods 1 is set to 650 + 700mm, the rock-entering depth of the anchoring section of the anchor rod 1 is at least 3000mm, and the depth of the anchoring section of the anchor rod 1 is positively correlated with the thickness of the pebble covering layer at the position of the anchor rod.
Specifically, the anchor rod 1 can be selected from a steel pipe pile, the anchor rod 1 is preferably 688mm in the long side direction of the cofferdam area, the anchor rod 1 is preferably 650mm in the short side direction of the cofferdam area, and the rock penetration depth of the anchoring section of the anchor rod 1 is 3000 mm.
Wailing 2 is arranged between an anchor rod 1 and a steel sheet pile 3, a connection mode between wailing 2 and anchor rod 1 can adopt a welding mode, wailing 2 can be selected as 2I45a I-steel, one side face, far away from anchor rod 1, of wailing 2 is connected with steel sheet pile 3, the axial direction of each wailing 2 is perpendicular to the axial direction of the anchor rod, wailing 2 plays a guiding role for steel sheet pile 3, and a steel sheet plug pad is additionally arranged between wailing 2 and steel sheet pile 3.
The inner support 7 is arranged on the inner side of the wailing 2, and the inner support 7 and the wailing 2 are arranged on the same horizontal plane.
Specifically, the inner support 7 comprises an inclined strut and a middle strut, at least two inclined struts are arranged at each corner of wailing 2, firmness of wailing structure is improved, at least two middle struts are arranged in wailing 2, connecting points of the middle strut and the inclined strut and wailing 2 are all arranged on the periphery of the anchor rod 1, at least one side of wailing 2 on two sides of the periphery of the anchor rod 1 is connected with the middle strut or the inclined strut, the inclined strut and the middle strut are distributed in a lattice mode in a cofferdam area, the inner support 7 is connected with wailing 2 through a flange, the wailing 2 and the inner support 7 are both of a section steel structure or a section steel and steel pipe combined structure, and processing and assembly are convenient.
In another embodiment, the inner support 7 is connected with the wailing 2 in a full-welding manner, and the welding thickness is not less than 6 mm.
As shown in fig. 2 and 7, the steel sheet pile foundation pit excavation method further comprises a foundation pit 4 excavated along the inner and outer slopes of the steel sheet pile 3, the slope rate is set according to the slope rate of the cofferdam filling, the foundation pit 4 excavation is aimed at pouring a bearing platform of the cable tower, and the bearing platform is positioned in the river channel, so that excavation is performed in the inner and outer slope excavation mode, the stability of the foundation pit 4 is improved, and collapse is prevented in the excavation process.
The bottom sealing concrete plate 5 is poured on a pebble covering layer of the foundation pit 4, wherein C25 underwater concrete can be selected as the bottom sealing concrete, the slump is controlled within the range of 18-20cm, the overlarge or undersize bottom sealing effect of the slump is poor, the initial setting time of the bottom sealing concrete is 10-12h, bottom sealing of a rock stratum area is not needed, the water permeability of the pebble covering layer is high, water can easily penetrate into the cofferdam area, the water permeability of the cofferdam is not favorably controlled, the structure of the pebble covering layer is loose, the stability of the cofferdam structure is not favorably realized, the water permeability problem of the pebble covering layer is solved through bottom sealing of the pebble covering layer, and effective support can be provided for the cofferdam structure.
As shown in fig. 2 and 8, the cross section of the concrete ring beam 6 of this embodiment is rectangular, the height of the concrete ring beam 6 is 120mm, the width d of the concrete ring beam is 100mm, the concrete ring beam 6 is a C20 plain concrete pouring structure, a steel reinforcement frame is embedded inside the concrete ring beam 6, wherein the height of the concrete ring beam 6 is greater than the height of the bottom end of the steel sheet pile 3, the inner side surface of the steel sheet pile 3 and the outer side surface of the concrete ring beam 6 are tightly attached to each other, and the water stopping effect on the cofferdam is achieved.
As shown in fig. 1 and 2, the construction method for providing a pebble blanket steel sheet pile cofferdam system is suitable for a rock stratum geological structure with a pebble blanket, and comprises the following steps:
s1, preparing in an early construction stage, and determining the size and the structure of a cofferdam area according to a bearing platform foundation;
s2, mounting anchor rods 1 with the lower ends anchored on the rock stratum on the periphery of the preset cofferdam area;
s3, wails 2 and inner supports 7 are installed at the upper end of the anchor rod 1;
s4, inserting and striking steel sheet piles 3 tightly attached to the outer sides of the wails 2;
s5, excavating a foundation pit 4 along the inner and outer slopes of the steel sheet pile 3;
s6, sequentially carrying out bottom sealing and water stopping construction on the cofferdam area;
and S7, backwater is carried out on the cofferdam area, and the cofferdams are removed in sequence.
Optionally, in S1, the specific steps include:
the size and the structure of a cofferdam area are determined according to a bearing platform foundation, the size, the interval, the number and the rock-entering depth of anchor rods 1 adopted by the cofferdam are determined, and a working platform is erected above the water level.
Optionally, as shown in fig. 3, in S2, the installation of the anchor rod 1 specifically includes the following steps:
a plurality of pile planting holes 11 drilled into a rock stratum are formed along the periphery of a preset cofferdam area, the aperture of each pile planting hole 11 is larger than the diameter of each anchor rod 1, each anchor rod 1 is fixed in each pile planting hole 11 to form an anchoring section, cementing materials are poured into the pile planting holes 11, and the cementing materials are preferably concrete.
One embodiment of the method is that 14 pile planting holes 11 are formed in a peripheral guide hole of a cofferdam area through a punching hammer of a percussion drill, the rock-embedded depth of each pile planting hole 11 is 3000mm, when the first pile planting hole 11 is completed, a guide pipe is guided into the pile planting hole 11, the open end of the guide pipe faces the bottom of the pile planting hole 11, the other end of the guide pipe is connected with an input underwater concrete C30, the underwater concrete C30 is poured into the pile planting hole 11, so that the pile planting hole 11 is filled with the underwater concrete, the guide pipe is taken out, then an anchor rod 1 is lowered into the pile planting hole 11, the anchor rod 1 is placed in the middle of the pile planting hole 11, the anchor rod 1 is kept in a vertical state until the underwater concrete C30 is solidified, the stability of the anchor rod 1 is maintained, the anchor rods 1 on the same side are on the same horizontal plane, and the pile planting holes 11 and 14 pile planting holes 11 are drilled one by one after another, so that a rectangular array is formed.
Optionally, in S3, the method specifically includes the following steps:
as shown in fig. 4 and 5, a temporary corbel is additionally arranged at the upper end of an anchor rod 1, a first length of waling 2 is placed at the upper end of the anchor rod 1 and is placed on the temporary corbel to play a role in supporting waling 2, the space between waling 2 and the anchor rod 1 is fully welded, the welding thickness is not less than 6mm, after the first length of waling 2 is installed, the temporary corbel is cut off, the steps are repeated to install subsequent waling 2, so that the installation of waling 2 is realized, and waling 2 encloses the anchor rod 1;
as shown in fig. 6, the inner support 7 is hung above a preset cofferdam area, the inner support 7 is lowered to a position with the same height as wails 2 and placed on the corbels of wails 2, and the inner support 7 is welded to the wails 2.
In another embodiment, wailing 2 is arranged at the upper end of the anchor rod 1, the wailing 2 is spliced by an upper steel section and a lower steel section, the wailing 2 is spliced on land, the wailing 2 is hoisted integrally at one time, the wailing 2 is placed on a temporary corbel, and the wailing 2 is welded to the anchor rod 1.
Two diagonal braces are welded at corners of wails 2, and then the diagonal braces and the centering braces are arranged in the wails 2 in a lattice manner, so that the stability of a cofferdam area is improved, and the diagonal braces and the centering braces are connected with the wails 2 through flanges; meanwhile, the precision of the wailing 2 and the inner support 7 needs to be strictly controlled, the plane position of each component is measured during installation, the elevation of each part is well controlled, and the uniform stress is ensured on the same elevation.
Another embodiment is that the inner support 7 is connected with the wails 2 in a full-welding manner, the inner support 7 must be welded firmly to avoid local instability, the inner support and the wails 2 must be attached to each other as closely as possible, and a gap must be filled with a steel plate.
Optionally, in S4, the method specifically includes the following steps:
during inserting and beating, wailing 2 serves as a guide frame, a sideline of each steel sheet pile 3 is scribed on wailing 2 according to the width of each steel sheet pile 3, and the lifting hook is slowly lowered while inserting.
The back of the steel sheet pile 3 is tightly close to wailing 2, the lifting hook is slowly lowered while being inserted, and meanwhile hammer balls are used for observing in two mutually perpendicular directions to ensure that the steel sheet pile 3 is inserted correctly and straightly;
after the first steel sheet pile 3 is determined to be qualified in inserting and driving, the first steel sheet pile 3 is taken as a reference, other steel sheet piles 3 are symmetrically inserted and driven to the two sides to the designed positions, the steel sheet piles 3 are driven one by one, when the steel sheet piles 3 cannot be driven, the steel sheet piles 3 do not need to be driven to the top of a rock stratum forcibly, and only the root height of the steel sheet piles 3 needs to be ensured to be smaller than the height of the concrete ring beam 6.
The steel sheet piles 3 are driven into the four-side corner piles sequentially from the middle points of the four peripheral lines to 4 corners, wherein the folding is performed near the corner piles, and the folding is generally performed 4-5 pieces away from the corner piles.
In another embodiment, wailing 2 is used as a guide frame, a sideline of each steel sheet pile 3 is scribed on wailing 2 according to the width of each steel sheet pile 3, and the lifting hook is slowly lowered while inserting;
during inserting and beating, the steel sheet piles 3 are tightly attached to the outer sides of the wails 2, a first steel sheet pile 3 is inserted and beaten through a pile vibrating hammer, after the first steel sheet pile 3 is determined to be qualified in inserting and beating, then the first steel sheet pile 3 is taken as a reference, inserting and beating are gradually carried out in the clockwise direction or the anticlockwise direction until the first steel sheet pile 3 is folded, the corner piles are folded, and the lock catches on two sides of the 33U-shaped part of each adjacent steel sheet pile are mutually fastened, so that the water stopping effect of the cofferdam is kept.
In the process of inserting and driving the steel sheet piles 3, monitoring work on the steel sheet piles 3 is enhanced, if the steel sheet piles 3 incline, workers should adjust the steel sheet piles 3 in time to ensure that the steel sheet piles 3 are vertical, and therefore splicing amount of corner piles between the steel sheet piles 3 when the steel sheet piles are folded is reduced. The positioning piles are arranged at four corners of the cofferdam, the contour lines are drawn, the steel sheet piles 3 are inserted and driven along the contour lines, measurement and correction are carried out once every 3 meters, and the smoothness of the line type is ensured.
Because the underground rock stratum trends are inconsistent and slightly fluctuate, the ground exposure heights of the steel sheet piles 3 are inconsistent, the inserting and driving depth of the steel sheet piles 3 is determined to be qualified standard by inserting and driving the steel sheet piles 3 for 2min by a vibration hammer without obvious sinking of the steel sheet piles 3, and the steel sheet piles 3 are ensured to be inserted into the surface of the rock stratum. And arranging special-shaped steel sheet piles 3 with corresponding specifications at the folding positions, and cutting and welding the special-shaped steel sheet piles 3 according to the actually measured angles and sizes on site to ensure the sealing performance of the whole cofferdam.
Optionally, in S5, the method specifically includes the following steps:
and excavating earthwork of the foundation pit 4 by using a long-arm excavator to reach a rock stratum area, and assisting a mud pump to suck mud.
Optionally, in S6, the back cover specifically includes the following steps:
delivering the bottom sealing concrete to a pebble covering layer of the foundation pit 4; after the strength of the bottom sealing concrete reaches the standard, paving a waterproof coiled material; and pumping and pouring a second layer of bottom sealing concrete on the waterproof coiled material. And then the water body is prevented from seeping into the cofferdam through the pebble covering layer contacted with the steel sheet pile 3, and the water permeability of the cofferdam is reduced.
Optionally, in S6, the water stopping construction specifically includes the following steps:
when the foundation pit 4 is excavated to a rock stratum, construction of the concrete ring beam 6 on the current side is completed every time when the foundation pit 4 is excavated, namely, installation and fixation of a template are completed first, reinforcing steel bars are configured in the template, C20 concrete is poured, the concrete ring beam 6 with the width of 100mm and the height of 120mm is formed, and the cross section of the concrete ring beam 6 is rectangular.
Optionally, in S7, the method specifically includes the following steps:
after the construction of the bearing platform is finished or other projects based on the bearing platform are finished, water return is performed in sequence, and wails 2 and inner supports 7 are arranged at the upper end, away from the water surface, of the anchor rod 1, so that water return is not required to be performed in stages in the water return process, water return is performed at one time, the cofferdam dismantling efficiency is improved, and the workload of workers is reduced; meanwhile, after water returns, the water inside and outside the cofferdam is kept consistent again, the inner support 7 and the wailing 2 are removed, the anchor rod 1 is pulled out in sequence, the anchor rod 1, the steel sheet pile 3 and the inner support 7 are recycled and reserved, the resource recycling is facilitated, and the construction cost of the cofferdam is reduced.
In summary, the cofferdam system and the construction method thereof provided by the application have the following beneficial effects:
through connecting as an organic whole between stock 1, wailing 2 and the steel sheet pile 3, and then make stock 1 as the structure of undertaking initiative soil pressure, pass through stock 1 with soil pressure and transmit to the stratum, keep steel sheet pile 3's fastness to and establish effective the strutting to steel sheet pile 3. The concrete ring beam 6 with the outer edge connected with the inner side face of the steel sheet pile 3 is poured on the bottom face of the foundation pit 4, the concrete ring beam 6 plays a role in supporting the lower system of the steel sheet pile 3, the steel sheet pile 3 does not need to be embedded into a rock stratum, a large amount of rock drilling construction is avoided, disturbance to the rock stratum and a river channel is small, construction is more environment-friendly, and the system can adapt to complex rock stratum environments; meanwhile, the concrete ring beam 6 replaces a pebble covering layer to be in contact with the steel sheet pile 3, the effect of stopping water at the root of the steel sheet pile 3 is achieved, and the water permeability of the system is reduced.
The anchor rod 1, the wales 2 and the steel sheet pile 3 are connected into a whole, so that the anchor rod 1 is used as a structure for bearing active soil pressure, the soil pressure is transmitted to a rock stratum through the anchor rod 1, the firmness of the steel sheet pile 3 is kept, and effective support for the steel sheet pile 3 is established; meanwhile, the inner support 7, the anchor rod 1, the wailing 2 and the steel sheet pile 33 are connected into a whole, and the anti-floating capacity of the cofferdam is guaranteed when the water level is high.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the utility model are covered by the protection scope of the utility model.
Claims (9)
1. The steel sheet pile cofferdam system with the cobble covering layer is suitable for a rock stratum geological structure with the cobble covering layer and is characterized by comprising anchor rods (1) which are anchored at the rock stratum along the lower ends distributed on the periphery of the cofferdam area, wails (2) enclosing the anchor rods (1), inner supports (7) supporting the wails (2), steel sheet piles (3) tightly attached to the lower ends of the wails (2) and inserted into the cobble covering layer, foundation pits (4) excavated along the inner and outer slopes of the steel sheet piles (3), and bottom-sealed concrete plates (5) which are parallel and level to the anchoring sections of the anchor rods (1) or/and concrete ring beams (6) arranged on the upper layers of the anchoring sections of the anchor rods (1).
2. Pebble blanket steel sheet pile cofferdam system according to claim 1, characterized in that at least one of said anchor rods (1) is provided at the corners of the cofferdam area.
3. The pebble blanket steel sheet pile cofferdam system according to claim 1, characterized in that the interval between adjacent anchor rods (1) ranges from 650-700 mm.
4. Pebble blanket steel sheet pile cofferdam system according to claim 1, characterized in that the anchor section penetration depth of the anchor rods (1) is at least 3000 mm.
5. The pebble blanket steel sheet pile cofferdam system of claim 1, wherein the anchor section depth of the anchor rod (1) is positively correlated with the thickness of the pebble blanket at its location.
6. Pebble blanket steel sheet pile cofferdam system according to claim 1, characterized in that said bottom-sealing concrete slabs (5) are poured on the pebble blanket of said foundation pit (4).
7. Pebble blanket steel sheet pile cofferdam system according to claim 1, characterized in that the height of said concrete ring beam (6) is greater than the height of the bottom end of said steel sheet pile (3).
8. The pebble blanket steel sheet pile cofferdam system of claim 7, wherein the inner side of the steel sheet pile (3) and the side of the concrete ring beam (6) are fitted to each other.
9. The pebble blanket steel sheet pile cofferdam system according to claim 1, characterized in that wails (2) are provided between said anchor rods (1) and said steel sheet piles (3), and one side of said wails (2) away from said anchor rods (1) is connected to said steel sheet piles (3).
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| Application Number | Priority Date | Filing Date | Title |
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| CN202122301552.4U CN216194845U (en) | 2021-09-22 | 2021-09-22 | Pebble covering layer steel sheet pile cofferdam system |
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| CN202122301552.4U CN216194845U (en) | 2021-09-22 | 2021-09-22 | Pebble covering layer steel sheet pile cofferdam system |
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| CN216194845U true CN216194845U (en) | 2022-04-05 |
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| CN113832998A (en) * | 2021-09-22 | 2021-12-24 | 中交路桥华南工程有限公司 | Pebble covering layer steel sheet pile cofferdam system and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113832998A (en) * | 2021-09-22 | 2021-12-24 | 中交路桥华南工程有限公司 | Pebble covering layer steel sheet pile cofferdam system and construction method thereof |
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