CN217870557U - Cofferdam structure located on bias water-approaching slope - Google Patents

Abstract

The utility model relates to a be located cofferdam structure on inclined slope that is close to water of bias pressure, including first steel sheet pile, supporting component and stock component, first steel sheet pile sets up on the slope side slope between water course and flood bank, first steel sheet pile encircles and sets up a framework component of formation, be equipped with a plurality of drilling bored concrete piles in the framework component, the inside excavation of framework component has the foundation ditch, the bottom of foundation ditch is equipped with the cushion board that is used for supplying rest table and pier shaft construction. The supporting members comprise enclosing purlins and supporting rods arranged on the enclosing purlins, and the enclosing purlins are arranged on the inner side walls of the first steel plate piles in a surrounding mode. One end of the anchor rod member is anchored on the purlin on one side, facing the flood bank, of the first steel sheet pile. The utility model discloses effectively reduce the material requirement and the construction degree of difficulty of cofferdam structure, practice thrift construction cost, moreover, the utility model discloses simple structure, construction convenience are favorable to improving cofferdam structure's efficiency of construction, accelerate the time limit for a project.

Description

Cofferdam structure located on bias water-approaching slope

Technical Field

The utility model relates to a bridge construction technical field especially relates to a be located cofferdam structure on bias voltage near water slope.

Background

The application of grand bridges is more and more common in highways and railways crossing rivers, lakes and seas. The bearing platform structure of the main pier of the main bridge of the grand bridge is large in size and generally buried below the ground or underwater river bed surface, a cofferdam supporting structure is required to be arranged in construction, and the construction difficulty of the cofferdam is closely related to the geological condition of the pier, the surrounding environment of the pier, the size of the bearing platform, the buried depth of the bearing platform and the like.

The whole pressure of the bearing platform cofferdam is relatively uniform at the position where the land ground or the riverbed is relatively flat, and the construction of the bearing platform mainly takes the soil pressure and the water pressure outside the cofferdam into consideration. And for the cushion cap located on the slope of the river beach of the approach waterway and the higher flood control dam exists on the far water side, under the condition that mucky soil exists at the bottom of the cushion cap, the cushion cap cofferdam is influenced by the pressure of the large dam and the free face of the top of the cofferdam on the near water side, larger bias voltage exists, the cofferdam is easy to generate top inclined deviation to cause cofferdam instability, and the construction difficulty is very high.

In the bearing platform construction under the condition that the inclined slope is close to water and thick mucky soil exists under the ground, if the construction platform and the counter pressure earthwork are formed by filling earthwork on the side close to water and placing the slope, the cofferdam enclosure structure needs to be reinforced and inserted and punched to a deeper depth so as to ensure that the cofferdam has enough strength and cannot cause integral deviation due to insufficient anchoring depth. The construction investment is large, the island construction and the filling are easy to pollute the navigation water channel, and the navigation channel passage is influenced.

SUMMERY OF THE UTILITY MODEL

Based on this, it is necessary to provide a cofferdam structure and a construction method located on a bias water-contacting slope aiming at the problems of difficult construction and large investment of construction engineering of the traditional cofferdam structure, so that the material requirement is effectively reduced, the difficulty of construction of the cofferdam structure is reduced, and the construction cost is saved.

The technical scheme is as follows:

in one aspect, a cofferdam structure located at a bias water-contacting slope is provided, comprising:

the first steel sheet pile is arranged on a slope side slope between a water channel and a flood bank, the first steel sheet pile is arranged in a surrounding mode to form a frame member, a plurality of cast-in-situ bored piles are arranged in the frame member, a foundation pit is dug in the frame member, and a cushion plate for supporting and pier body construction is arranged at the bottom of the foundation pit;

the supporting members comprise enclosing purlins and supporting rods arranged on the enclosing purlins, and the enclosing purlins are arranged on the inner side walls of the first steel sheet piles in a surrounding mode;

one end of the anchor rod member is anchored on the purlin, facing one side of the flood bank, of the first steel sheet pile.

The technical solution is further explained below:

in one embodiment, the system further comprises a second steel sheet pile, the second steel sheet pile member is arranged at a distance from the first steel sheet pile, the second steel sheet pile is arranged on one side, facing the water channel, of the first steel sheet pile, and back-pressure filling soil is filled between the second steel sheet pile and the first steel sheet pile.

In one embodiment, a supporting bracket is further arranged on the inner side wall of the first steel sheet pile, the supporting bracket is arranged at the bottom of the enclosing purlin, and the top of the supporting bracket abuts against the bottom of the enclosing purlin.

In one embodiment, the support rod comprises a pair of supports respectively connected with two opposite sides of the purlin and an inclined support respectively connected with two adjacent sides of the purlin.

In one embodiment, the flood bank further comprises a plurality of monitoring points, wherein the monitoring points comprise a first monitoring point and a second monitoring point, the first monitoring point is pre-embedded at the top of the flood bank, and the second monitoring point is arranged on the outer side of the first steel sheet pile in a surrounding mode.

In one embodiment, the anchor rod member comprises a rod body, an anchor bar is arranged inside the rod body, a positioning bar and a grouting pipe used for grouting to form the rod body are arranged on the anchor bar, and one end of the anchor bar is fixed on the surrounding purlin.

In one embodiment, the anchor rod member further comprises a steel anchor fixed on the purlin by welding; the anchor rod component also comprises an anchoring sleeve fixedly connected with the anchor bar, and the anchor bar is fixedly connected with the steel anchor part through the anchoring sleeve

In one embodiment, the bottom of the cast-in-situ bored pile is located below the bottom of the foundation pit.

The utility model has the advantages that:

compared with the prior art, the utility model discloses a be located cofferdam structure on bias voltage near water slope adopts and inserts on the slope side slope between water course and flood bank and beats first steel sheet pile and backfill behind the completion cofferdam structure, and the bias voltage that the reducible cofferdam slope difference in height caused, and can prevent effectively that the landfill from washing away and get into in the water course. In the work progress, through set up the supporting member in first steel sheet pile, enclose the purlin through surrounding the setting on the inside wall of first steel sheet pile to erection bracing pole on enclosing the purlin, it is firm to guarantee that the support of first steel sheet pile. Set up the stock component being close to the dyke side of flood control, the one end of stock structure with enclose purlin fixed connection, the other end extends to set up in first steel sheet pile is towards the soil body of one side of dyke. Utilize soil body frictional force with the soil body anchor drawknot of cofferdam structure and flood bank one side to offset most cofferdam back soil pressure, reduce the requirement of cofferdam structure to strutting the material, thereby can reduce the depth of beating of inserting of first steel sheet pile, reduce the construction degree of difficulty, material saving's input, and then be favorable to improving the efficiency of construction, accelerate the time limit for a project, still be favorable to practicing thrift construction cost, environmental protection.

Drawings

The accompanying drawings, which are incorporated in and constitute a part of this application, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification.

In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.

FIG. 1 is a schematic diagram of a cofferdam structure at a bias water-contacting slope in one embodiment;

FIG. 2 is a top view of a cofferdam structure at a biased waterside slope in one embodiment;

FIG. 3 is a schematic illustration of the construction of one embodiment of the anchor structure;

FIG. 4 is a diagram illustrating the steps of a cofferdam construction process at a slope in close proximity to water in a biased manner according to an embodiment;

FIG. 5 is a process diagram of a cofferdam structure construction method at a bias waterside slope in one embodiment;

FIG. 6 is a diagram illustrating the steps of a cofferdam construction process at a slope in close proximity to water in a biased manner according to an embodiment;

FIG. 7 is a process diagram of a cofferdam structure construction method at a slope near water in bias pressure in one embodiment;

FIG. 8 is a step diagram of a cofferdam construction process at a slope in close proximity to water in a biased manner according to an embodiment;

fig. 9 is a process diagram of a cofferdam structure construction method at a bias water-contacting slope in one embodiment.

Description of reference numerals:

1. a first steel sheet pile; 2. enclosing purlins; 3. bracing; 4. oppositely supporting; 5. an anchor member; 51. anchoring ribs; 52. Positioning ribs; 53. a rod body; 54. an anchoring sleeve; 55. a steel anchor; 56. a grouting pipe; 6. supporting the bracket; 7. a cushion plate; 8. a second steel sheet pile; 9. back pressure filling; 10. drilling a cast-in-place pile; 11. a first bearing platform; 12. a second platform; 13. a pier body; 14. monitoring points; 15. a steel casing; 16. cubic meter of earth and stone; 17. concrete; 18. a water channel; 19. a flood bank.

Detailed Description

In order to make the above objects, features and advantages of the present invention more comprehensible, embodiments of the present invention are described in detail below with reference to the accompanying drawings. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. The invention may be embodied in many other forms different from those described herein and similar modifications may be made by those skilled in the art without departing from the spirit and scope of the invention and, therefore, the invention is not to be limited to the specific embodiments disclosed below.

As shown in fig. 1 to 3, in one embodiment, a cofferdam structure located on a slope near water is provided, which includes a first steel sheet pile 1, a supporting member and an anchor member 5, the first steel sheet pile 1 is disposed on the slope between a water channel 18 and a flood bank 19, the first steel sheet pile 1 is disposed around to form a frame member, a plurality of cast-in-situ bored piles 10 are disposed in the frame member, a foundation pit is excavated inside the frame member, and a bottom of the foundation pit is provided with a bed plate 7 for constructing a rest and a pier body 13. The bracing member encloses purlin 2 and sets up the bracing piece on enclosing purlin 2 including enclosing purlin, encloses purlin 2 and encircles the setting on the inside wall of first steel sheet pile 1. One end of the anchor rod member 5 is anchored on the purlin 2 at the side of the first steel sheet pile 1 facing the flood bank 19.

In actual construction, the bracing member can adopt a plurality ofly, encloses purlin 2 promptly and can be provided with the multilayer, encloses purlin 2 through the multilayer in order to guarantee the firm of first steel sheet pile 1.

In the embodiment, the first steel sheet pile 1 is inserted and driven on the slope between the water channel 18 and the flood bank 19, and soil is backfilled after the cofferdam structure is completed, so that the bias voltage caused by the slope height difference of the cofferdam can be reduced, and the filled soil can be effectively prevented from being flushed into the water channel 18. In the work progress, through setting up the supporting member in first steel sheet pile 1, enclose purlin 2 through encircleing the setting on the inside wall of first steel sheet pile 1 to the erection bracing pole on enclosing purlin 2, support in order to guarantee first steel sheet pile 1 is firm. Set up stock component 5 near dyke 19 side, stock structure's one end and purlin 2 fixed connection, the other end extends to set up in first steel sheet pile 1 towards dyke 19 one side soil body. Utilize soil body frictional force with cofferdam structure and the soil body anchor drawknot of flood bank 19 one side to offset most cofferdam back soil pressure, reduce cofferdam structure to the requirement of strutting the material, thereby can reduce the depth of beating of inserting of first steel sheet pile 1, reduce the construction degree of difficulty, material saving's input, and then be favorable to improving the efficiency of construction, accelerate the time limit for a project, still be favorable to practicing thrift construction cost, environmental protection.

In one embodiment, the system further comprises a second steel sheet pile 8, the second steel sheet pile 8 is arranged at a distance from the first steel sheet pile 1, the second steel sheet pile 8 is arranged on one side of the first steel sheet pile 1 facing the water channel 18, and the back pressure filling 9 is filled between the second steel sheet pile 8 and the first steel sheet pile 1. In actual construction, the top of the back pressure filling soil 9 is a flat and horizontally arranged construction platform, so that operation and construction of various devices are facilitated for operators.

In one embodiment, a supporting bracket 6 is further arranged on the inner side wall of the first steel sheet pile 1, the supporting bracket 6 is arranged at the bottom of the enclosing purlin 2, and the top of the supporting bracket 6 is abutted to the bottom of the enclosing purlin 2. Strengthen enclosing purlin 2's support intensity through supporting bracket 6, further guarantee the firm of first steel sheet pile 1.

In one embodiment, the supporting rod comprises a pair of supports 4 respectively connected with two opposite sides of the surrounding purlin 2 and inclined supports 3 respectively connected with two adjacent sides of the surrounding purlin 2. Through to propping 4 and 3 two kinds of different support forms of bracing, guarantee the holistic stability of supporting member, guarantee the firm of first steel sheet pile 1.

In one embodiment, the flood control system further comprises a plurality of monitoring points 14, wherein the monitoring points 14 comprise a first monitoring point and a second monitoring point, the first monitoring point is pre-embedded at the top of the flood bank 19, and the second monitoring point is arranged around the outer side of the first steel sheet pile 1. Through setting up a plurality of monitoring points 14 to through the data contrast of first monitoring point and second monitoring point, thereby can master the displacement deformation condition in each region of whole slope comprehensively, synthesize the displacement deformation condition of discussion slope in the evolution process, guarantee that the construction of cofferdam structure goes on smoothly.

In one embodiment, the anchor member 5 comprises a rod 53, the rod 53 is provided with an anchor bar 51 inside, the anchor bar 51 is provided with a positioning rib 52 to ensure that the anchor bar 51 is positioned on the central axis of the rod 53, the anchor bar 51 is further provided with a grouting pipe 56 for grouting to form the rod 53, one end of the anchor bar 51 is fixed on the purlin 2, and the other end of the anchor bar extends into the soil body on the side facing the flood bank 19. Further, the anchor rod member 5 further comprises a steel anchor 55, the steel anchor 55 is welded and fixed on the purlin 2, the anchor rod member 5 further comprises an anchor sleeve 54 fixedly connected with the anchor rib 51, and the anchor rib 51 is fixedly connected with the steel anchor 55 through the anchor sleeve 54, so that the fixed connection between the anchor rod member 5 and the purlin 2 is realized.

In one embodiment, the bottom of cast-in-situ bored pile 10 is located below the bottom of the excavation.

As shown in fig. 4 to 9, based on the above cofferdam structure located at the inclined water-approaching slope, the construction method further comprises the following construction steps:

s1, inserting and driving a first steel sheet pile 1 on a slope side slope between a water channel 18 and a flood bank 19, wherein the first steel sheet pile 1 is arranged in a surrounding mode to form a frame member, and a plurality of cast-in-situ bored piles 10 are constructed in the frame member;

s2, excavating a foundation pit in the frame member, and mounting a support member on the first steel sheet pile 1, wherein the support member comprises an enclosing purlin 2 mounted on the inner side wall of the first steel sheet pile 1 and a support rod mounted on the enclosing purlin 2;

s3, mounting a plurality of anchor rod members 5 on the top-layer surrounding purlin 2 on one side, facing the flood bank 19, of the first steel sheet pile 1;

s4, pouring a cushion plate 7 at the bottom of the foundation pit, constructing a bearing table on the cushion plate 7, dismantling a supporting member interfering with the bearing table when constructing the bearing table, and backfilling by adopting earthwork 16 and concrete 17 between the first steel sheet pile 1 and the bearing table after the construction of the bearing table is finished;

s5, removing the supporting rod which is arranged on the enclosing purlin 2 above the supporting platform and conflicts with the construction position of the pier body 13, and constructing the first section of pier body 13 on the supporting platform to be above the ground;

s6, backfilling the bottom of the topmost enclosing purlin 2 in the foundation pit by adopting a earthwork 16, then removing the topmost enclosing purlin 2 and the support rods on the topmost enclosing purlin 2, and finally removing the first steel sheet pile 1.

Specifically, after the position of first steel sheet pile 11 is measured and lofted, hydraulic steel sheet pile inserting and driving machine is used for inserting and driving first steel sheet pile 1. When the cast-in-situ bored pile 10 is constructed, the steel casing 15 is inserted and driven, and then the construction of the cast-in-situ bored pile 10 is completed on the steel casing 15. When the foundation pit is excavated, an excavator is adopted to excavate to 0.5m below the bottom of the surrounding purlin 2, and then the range near the supporting bracket 6 is excavated to 0.5m below the bottom of the supporting bracket 6. The installation of supporting bracket 6 is carried out earlier, then install in proper order and enclose purlin 2, bracing 3 and prop 4 to propping, must guarantee that the junction welding seam length between the component, height and welding quality satisfy design and standard requirement in the installation, guarantee the support strength of supporting member.

Further, when the anchor rod member 5 is installed, firstly, a hole is formed in the corresponding position of the first steel sheet pile 1, an anchor hole is drilled by using an anchor rod drilling machine, the anchor rod 51 is installed, the positioning rib 52 and the grouting pipe 56 are arranged on the anchor rod 51, the positioning rib 52 can ensure that the anchor rod 51 is located in the center position of the anchor hole after being installed, then the grouting pipe 56 is used for grouting cement slurry in the anchor hole to form the rod body 53, and the strength of the rod body 53 formed by grouting is not less than C30. Finally, the anchor bars 51 are anchored by means of anchor sleeves 54 to steel anchors 55 welded to the purlin 2.

In one embodiment, in step S1, before inserting and driving the first steel sheet pile 1, inserting and driving a second steel sheet pile 8 on a side of the first steel sheet pile 1 facing the water channel 18, wherein the second steel sheet pile 8 is spaced apart from the first steel sheet pile 1, filling a counter-pressure filling 9 between the first steel sheet pile 1 and the second steel sheet pile 8, and forming a construction platform for the bored pile 10 at the top of the counter-pressure filling 9. At first insert and beat second steel sheet pile 8 and fill back pressure and fill out soil 9 in order to form construction platform, for subsequent construction provides very big facility, be favorable to guaranteeing that subsequent construction effectively goes on, can be favorable to accelerating holistic efficiency of construction moreover. When the construction of the pier body 13 is completed and the topmost enclosing purlin 2 is dismantled, the back pressure earthwork is cleaned, and the second steel sheet pile 8 at the edge is pulled out.

In one of them embodiment, the rest pad includes first rest pad and second rest pad, encloses purlin 2 and includes that the bottom encloses purlin 2, and the bottom encloses purlin 2 and sets up between the top surface of first rest pad and the top surface of rest pad to guarantee when carrying out first rest pad construction, the bottom encloses purlin 2 and can play the support to first steel sheet pile 1 firm, guarantee first rest pad construction safety. Further, the step S3 specifically includes the following steps:

s41, pouring a cushion plate 7 at the bottom of the foundation pit, constructing a first supporting platform on the cushion plate 7, sequentially backfilling with earthwork 16 and concrete 17 between the first supporting platform and the first steel sheet pile 1, wherein the top surface of the concrete 17 is flush with the top surface of the first supporting platform;

s42, removing the bottom enclosing purlin 2 and the support rods on the bottom enclosing purlin 2, and avoiding the influence of the bottom enclosing purlin 2 on the construction of a second supporting table;

and S43, constructing a second supporting platform on the first supporting platform, and backfilling between the second supporting platform and the first steel sheet pile 1 by adopting an earth and stone square 16.

The first bearing platform 11 and the second bearing platform 12 are separately constructed, and the concrete 17 is backfilled above the earthwork 16 after the first bearing platform 11 is constructed, so that a concrete 17 layer exists between the earthwork 16 of the first bearing platform 11 and the earthwork 16 of the second bearing platform 12, the stability of the first bearing platform 11 and the second bearing platform 12 is effectively improved, and the stability of the pier body 13 is further ensured.

The above embodiments only represent several embodiments of the present invention, and the description thereof is specific and detailed, but not to be construed as limiting the scope of the present invention. It should be noted that, for those skilled in the art, without departing from the spirit of the present invention, several variations and modifications can be made, which are within the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the appended claims.

Claims (8)

1. A cofferdam structure at a bias approaching water slope, comprising:

the anti-flood system comprises a first steel sheet pile (1), wherein the first steel sheet pile (1) is arranged on a slope side slope between a water channel (18) and a flood bank (19), the first steel sheet pile (1) is arranged in a surrounding mode to form a frame member, a plurality of cast-in-situ bored piles (10) are arranged in the frame member, a foundation pit is excavated in the frame member, and a cushion layer plate (7) for supporting and pier body (13) construction is arranged at the bottom of the foundation pit;

the supporting members comprise enclosing purlins (2) and supporting rods arranged on the enclosing purlins (2), and the enclosing purlins (2) are arranged on the inner side walls of the first steel plate piles (1) in a surrounding mode;

the anchor rod component (5), the one end anchor of anchor rod component (5) in first steel sheet pile (1) towards on enclosing purlin (2) of flood bank (19) one side, the other end of anchor rod component (5) run through first steel sheet pile (1) set up in first steel sheet pile (1) towards in the soil of flood bank (19) one side.

2. The cofferdam structure on a biased waterside slope according to claim 1, further comprising a second steel sheet pile (8), wherein said second steel sheet pile (8) member is spaced from said first steel sheet pile (1), and said second steel sheet pile (8) is disposed on the side of said first steel sheet pile (1) facing the waterway (18), and a back-pressure filling soil (9) is filled between said second steel sheet pile (8) and said first steel sheet pile (1).

3. The cofferdam structure at the inclined slope of approaching water in accordance with claim 1, characterized in that the inside wall of the first steel sheet pile (1) is further provided with a support bracket (6), the support bracket (6) is arranged at the bottom of the surrounding purlin (2), and the top of the support bracket (6) is abutted against the bottom of the surrounding purlin (2).

4. The cofferdam structure at the inclined slope of approaching water in the process of claim 1, characterized in that the supporting rods comprise a pair of braces (4) respectively connecting two opposite sides of the surrounding purlin (2), and inclined braces (3) respectively connecting two adjacent sides of the surrounding purlin (2).

5. The cofferdam structure at the inclined slope that is close to water of a bias voltage of claim 1, characterized by further comprising a plurality of monitoring points (14), said monitoring points (14) include first monitoring point and second monitoring point, said first monitoring point pre-buried set up in flood bank (19) top, said second monitoring point encircle set up in the outside of said first steel sheet pile (1).

6. The cofferdam structure at the inclined slope of the inclined water side as claimed in claim 1, wherein said anchor member (5) comprises a rod body (53), an anchor bar (51) is arranged inside said rod body (53), said anchor bar (51) is provided with a positioning bar (52) and a grouting pipe (56) for grouting to form said rod body (53), one end of said anchor bar (51) is fixed on said purlin (2).

7. Cofferdam structure in a biased water-contacting slope according to claim 6, characterized in that said anchor members (5) further comprise steel anchors (55), said steel anchors (55) being welded and fixed on said purlin (2); the anchor rod member (5) further comprises an anchoring sleeve (54) fixedly connected with the anchor bar (51), and the anchor bar (51) is fixedly connected with the steel anchor (55) through the anchoring sleeve (54).

8. Cofferdam structure at a slope just before water according to claim 1, characterized in that the bottom of said bored pile (10) is below the bottom of said foundation pit.

Images