Unilateral river-adjacent foundation pit reinforcing device
By designing a single-sided river foundation pit reinforcement device in the embankment renovation and lifting project, the inclined inner brace and pile foundation are used to transmit soil layer pressure, and combined with the connection of force transmission rods, the problem of fence deformation on one side of the beach is solved, and a single-sided Effective reinforcement and stability improvement of Linhe foundation pit.
Patent Information
- Application Number
- CN202420687639.0
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-04-07
- Publication Date
- 2024-12-13
- Estimated Expiration
- 2034-04-07
AI Technical Summary
In the embankment renovation and upgrading project, the fence on the bay side lacks support force points, which is easily deformed by soil pressure and pours into Hanoi, which drives the fence in the river to deform together and cannot effectively reinforce the foundation pit.
A single-sided river-facing foundation pit reinforcement device is designed, including a bank fence, a river-facing side fence, an upstream fence, a downstream fence, an oblique inner support and a concrete cushion layer to transmit the soil layer pressure to the fixed foundation through an oblique inner support. and build pile foundations in the shore side area and continuously build engineering piles at the shoreline location. Combined with the connection of the force transmission rod, ensure the support force point of the fence and prevent soil erosion and soft soil.
Effectively avoid the problem of bank fences falling due to soil pressure deformation, improve the reinforcement effect of single-sided river foundation pits, prevent soil erosion and soft soil on the adverse effects on support, and ensure the stability and reinforcement of fences. Effect.
Smart Images
Figure CN222161298U_ABST
Abstract
Description
Technical Field
[0001] The utility model belongs to the technical field of foundation pit reinforcement, and in particular relates to a single-side river-facing foundation pit reinforcement device. Background Art
[0002] In the construction of engineering foundation pits, most of the foundation pits are surrounded by soil layers. The pressure generated by the surrounding soil layers squeezing the foundation pits may cause the foundation pits to be unstable and collapse. The existing technology is mostly to drive engineering piles around the foundation pits as support, or to use longitudinal and transverse steel purlins to support the reinforcement based on this method.
[0003] However, in the embankment reconstruction and improvement project, only the enclosure on the shore side of the foundation pit is not located in the water, and the rest of the enclosure is located in the river water (or other water environments, the river water is taken as an example below) for water retention. If the existing reinforcement method is used in the embankment reconstruction and improvement project, since the enclosure on the shore side has no supporting stress point, the enclosure on the shore side is deformed by the pressure of the soil layer and is prone to deform with the enclosure in the river when it falls into the river, which fails to play a role in reinforcing the foundation pit. Utility Model Content
[0004] In view of this, the utility model provides a single-sided riverside foundation pit reinforcement device, which solves the problem that when the enclosure on the shore side is deformed by the pressure of the soil layer and dumped into the river during the embankment reconstruction and upgrading project, it is easy to deform with the enclosure in the river water.
[0005] The utility model adopts the following technical solutions:
[0006] A single-side river-facing foundation pit reinforcement device, comprising a bank side enclosure, a river side enclosure, an upstream enclosure, a downstream enclosure, and an inclined inner support;
[0007] The bank side enclosure, the river side enclosure, the upstream enclosure and the downstream enclosure form a cofferdam;
[0008] A concrete cushion is laid on the ground inside the cofferdam; a fixed base is pre-buried in the concrete cushion;
[0009] One end of the inclined inner support is fixed to the steel purlin fixed to the inner side of the shore enclosure, and the other end is fixed to the fixed base;
[0010] The shore area is between the shoreline position of the cofferdam and the shore enclosure, and pile foundations are installed under the shore area; the river area is between the shoreline position of the cofferdam and the river enclosure.
[0011] Furthermore, at the location of the shoreline are engineering piles that are continuously driven to prevent soil erosion in the shore area;
[0012] The concrete layer in the bank side area is connected with the concrete layer in the river side area through a force transmission rod.
[0013] Furthermore, the engineering piles at the shoreline are U-shaped sheet piles or square piles.
[0014] Furthermore, the pile foundation is composed of concrete pipe piles.
[0015] Furthermore, a stone chip cushion layer is provided below the concrete cushion layer.
[0016] Furthermore, a counter-pressure stone block is arranged on the inner side of the river-side enclosure to prevent the river-side enclosure from tilting due to water pressure.
[0017] Furthermore, the fixed base is a channel steel;
[0018] The inclined inner support is an I-beam, one end of which is welded to the steel surrounding rubbing plate, and the other end is fixedly connected to the channel steel.
[0019] Furthermore, the shore side enclosure, the river side enclosure, the upstream enclosure and the downstream enclosure are all made of steel sheet piles.
[0020] Beneficial effects:
[0021] 1. The shore enclosure, riverside enclosure, upstream enclosure and downstream enclosure form a cofferdam; a concrete cushion is laid on the ground inside the cofferdam; a fixed base is embedded in the concrete cushion; one end of the inclined inner support is fixed to the steel purlin fixed to the inner side of the shore enclosure, and the other end is fixed to the fixed base; the shore area is between the shoreline position of the cofferdam and the shore enclosure, and pile foundations are driven under the shore area; the river area is between the shoreline position of the cofferdam and the riverside enclosure.
[0022] In this way, the soil pressure on the bank enclosure can be transmitted to the fixed base through the inclined internal support, and then to the concrete cushion layer. Pile foundations are driven under the concrete cushion layer in the bank area, so that the bank enclosure has good support stress points, avoiding the problem of the bank enclosure being deformed by the soil pressure and falling into the river, and deforming together with the enclosure in the river (the enclosure in the river refers to the riverside enclosure, upstream enclosure and downstream enclosure).
[0023] 2. Continuously driven engineering piles are installed at the shoreline to prevent soil erosion in the shore area. The concrete layer in the shore area is connected with the concrete layer in the riverside area through force transmission rods, which can ensure that the thrust of the concrete cushion layer transmitted to the shore area by the inclined inner support is continuously transmitted to the concrete layer in the riverside area, so that the inner side of the riverside enclosure is subjected to outward force, while the outer side of the riverside enclosure is subjected to water pressure, thereby avoiding displacement of the concrete layer in the shore area, ensuring that the shoreside enclosure has good support force points, and improving the reinforcement effect of the single-sided riverside foundation pit.
[0024] 3. A layer of stone chip cushion is also set under the concrete cushion layer, which can reduce the adverse impact of soft soil on the side retaining support of the opposite bank and improve the reinforcement effect of the single-sided river foundation pit.
[0025] 4. Counter-pressure blocks are set on the inner side of the river side enclosure to prevent the inner side of the cofferdam from tilting due to water pressure. BRIEF DESCRIPTION OF THE DRAWINGS
[0026] Figure 1 This is a cross-sectional view of the pit reinforcement of the single-side river-facing foundation pit reinforcement device provided by the utility model;
[0027] Figure 2 for Figure 1 The large layout drawing of steel purlin;
[0028] Figure 3 for Figure 1 The top plan view of
[0029] Figure 4 A cross-sectional view of the original retaining wall provided by the utility model before demolition;
[0030] Figure 5 A cross-sectional view after a new retaining wall is provided for the utility model;
[0031] Among them, 1-bank side enclosure, 2-river side enclosure, 3-inclined inner support, 4-concrete cushion, 5-fixed base, 6-steel purlin, 7-pile foundation, 8-U-shaped sheet pile, 9-stone chip cushion, 10-mixed filter layer, 11-counter pressure blocks, 12-inner plates, 13-outer plates, 14-rib plates, 15-corbels, 16-original retaining wall, 17-concrete pressure top, 18-foundation blocks, 19-original bottom protection blocks, 20-force transfer rods, 21-new retaining wall, 22-railings, 23-new bottom protection blocks, 24-temporary access road, 25-original sidewalk, 26-bank side area, 27-river side area. DETAILED DESCRIPTION
[0032] The present invention is described in detail below with reference to the accompanying drawings and embodiments.
[0033] Reference Figure 1 to Figure 5 , a single-side river foundation pit reinforcement device, comprising a bank side enclosure 1, a river side enclosure, an upstream enclosure (not shown in the figure), a downstream enclosure (not shown in the figure), and an inclined inner support 3, wherein:
[0034] The shore enclosure 1, the riverside enclosure 2, the upstream enclosure and the downstream enclosure form a cofferdam; a concrete cushion layer 4 is laid on the ground inside the cofferdam; a fixed base 5 is pre-buried in the concrete cushion layer 4; one end of the inclined inner support 3 is fixed to the steel purlin 6 fixed to the inner side of the shore enclosure 1, and the other end is fixed to the fixed base 5; between the shoreline position in the cofferdam and the shore enclosure 1 is the shore area 26, and pile foundations 7 are driven under the shore area 26; between the shoreline position of the cofferdam and the riverside enclosure 2 is the riverside area 27.
[0035] In this way, the soil pressure on the bank side enclosure 1 can be transmitted to the fixed base 5 through the inclined inner support 3, and then transmitted to the concrete cushion 4. A pile foundation 7 is driven under the concrete cushion 4 in the bank area 2, so that the bank side enclosure 1 has a good support force point, avoiding the problem that the bank side enclosure 1 is deformed by the soil pressure and falls into the river, and the enclosure in the river water (the enclosure in the river water refers to the river side enclosure 2, the upstream enclosure and the downstream enclosure) is deformed together.
[0036] Specifically, in this embodiment, continuously driven engineering piles are arranged at the shoreline to prevent soil erosion in the shore area 26; the concrete layer of the shore area 26 is connected to the concrete layer of the riverside area 27 by a force transmission rod 20, which avoids the situation that the shore area 26 and the riverside area 27 are separated into two discontinuous parts by the continuously driven engineering piles. The force transmission rod 20 can transmit the thrust of the concrete cushion layer 4 of the shore area 26 transmitted by the inclined inner support 3 to the concrete layer of the riverside area 27, so that the inner side of the riverside enclosure 2 is subjected to an outward force, while the outer side of the riverside enclosure 2 is subjected to water pressure, thereby avoiding displacement of the concrete layer 4 of the shore area 26, ensuring that the shore enclosure 1 has a good support force point, and improving the reinforcement effect of the single-sided riverside foundation pit.
[0037] Specifically, in the present embodiment, the pile foundation 7 is composed of concrete pipe piles (such as PHC pipe piles); the engineering piles at the shoreline position are U-shaped sheet piles 8, because the core is to form a continuous engineering pile structure to prevent soil erosion in the shore area 26, so in a possible embodiment, the continuous engineering piles can also be composed of square piles; a stone chip cushion layer 9 is also arranged under the concrete cushion layer 4, which can reduce the adverse effect of soft soil on the support force of the shore side enclosure 1 and improve the reinforcement effect of the single-sided river foundation pit; a mixed inverted filter layer 10 is arranged on the stone chip cushion layer 9 close to the river side enclosure 2 to prevent the stone chip cushion layer 9 from being lost; a back pressure block stone 11 is arranged on the inner side of the river side enclosure 1 to prevent the river side enclosure 2 from being affected The water pressure acts to tilt toward the inner side of the cofferdam. Since the water pressure on the upstream and downstream enclosures is very small, the upstream and downstream enclosures do not need to be equipped with counter-pressure blocks 11; the fixed base 5 is a channel steel, and the inclined inner support 3 is an I-beam. One end of the inclined inner support 3 is welded to the steel purlin 6 plate, and the other end is welded to the channel steel; the shore enclosure 1, the riverside enclosure 2, the upstream enclosure and the downstream enclosure are all composed of steel sheet piles; the steel purlin 6 adopts double-piece 28a I-beam, which is welded to the shore enclosure 1 through the inner plate 12, and the double-piece 28a I-beam is welded to the inclined inner support 3 through the outer plate 13. The bottom of the double-piece 28a I-beam is provided with ribs 14, and the ribs 14 are welded to the corbels 15 welded to the shore enclosure 1.
[0038] The main construction process of the single-side riverside foundation pit reinforcement device provided in this embodiment can refer to the following steps:
[0039] 1. Construct and install in-river steel sheet pile support (in-river steel sheet pile refers to the riverside enclosure 2, upstream enclosure and downstream enclosure support composed of steel sheet piles), and then pump out the water;
[0040] 2. After the river water in the foundation pit is pumped out, the steel sheet pile cofferdam in the river is used to stop the water;
[0041] 3. After the water stopping of the steel sheet pile cofferdam in the river is completed, the concrete capping 17 of the original retaining wall 16 of the dam is removed by machinery (blasting machine, excavator);
[0042] 4. Use machinery (foaming machine, excavator) to dismantle the mortar blocks of the original retaining wall 16, drive and protect the foundation pit supporting steel sheet piles (referring to the bank side enclosure 1 composed of steel sheet piles), excavate the original fill, and transport the earthwork to the off-site storage yard. The crushed retaining wall blocks are 60-100kg;
[0043] 5. Remove the foundation blocks 18 and the bottom protection blocks 19 of the original retaining wall 16 and transport them to the off-site storage yard. The crushed retaining wall blocks weigh 60-100kg;
[0044] 6. Excavate earth and stone to the elevation below steel purlin 6, construct steel purlin 6 double-jointed 28a I-beams, and continue construction from step 5;
[0045] 7. After the removal of the foundation blocks 18 and the original bottom protection blocks 19 of the original retaining wall 16, a 1000mm stone chip cushion layer 9 is backfilled, and the mud content (small particles) is less than 10%. The stone chip cushion layer 9 is backfilled as it is excavated, and the maximum excavation length shall not be greater than 3m. The backfill thickness is adjusted according to the elevation;
[0046] 8. Lay a 500mm thick concrete cushion 4, reserve pile positions in the concrete cushion 4 (referring to the reserved pile foundation holes in the shore area 26), reserve positions for U-shaped sheet piles 8 (referring to the long grooves reserved at the shoreline for the U-shaped sheet piles 8 that need to be continuously driven later), and arrange 28# I-beam force transmission rods 8 at intervals of 3 meters, and embed 28#B steel as a fixed base 5; (the fixed base 5 should avoid the reserved pile positions)
[0047] 9. Construction: The inclined inner support 3 is 28a I-beam, placed at a 45-degree angle, one end is welded to the steel purlin 6 plate, and the other end is welded to the embedded 28#B steel;
[0048] 10. The pile foundation 7 is constructed from the inside to the outside (the bank side enclosure 1 is the inside, the river side enclosure 2 is the outside), first the inner PHC pipe pile is constructed, and then the U-shaped sheet pile 8 is constructed;
[0049] 11. After the construction of pile foundation 7 is completed, the inclined inner support 3 is removed:
[0050] 12. Carry out base and pile head treatment;
[0051] 13. Formwork and pouring of new retaining wall 21;
[0052] 14. Backfill with new bottom protection stones 23;
[0053] 15. Steel purlin 6 is removed;
[0054] 16. Backfill and compact the soil behind the wall;
[0055] 17. Remove the steel sheet piles on the waterside (referring to the riverside enclosure 2, upstream enclosure and downstream enclosure composed of steel sheet piles);
[0056] 18. Remove the side sheet piles of the foundation pit (referring to the shore side enclosure composed of steel sheet piles 1);
[0057] 19. Temporary access road 24 is restored.
[0058] More specifically, in this embodiment, overloads on the side of the foundation pit, including mechanical loads during construction, should be controlled within 20KN / m, uneven loading should be strictly controlled, and locations with a large amount of overloads should be reinforced separately; large-scale machinery for foundation pit excavation shall not be perpendicular to the foundation pit excavation; the excavation point shall be kept at a distance of more than 8m from the machine station; the stone chip cushion layer 9 shall be backfilled with stone chips as it is excavated, and each section shall not exceed 3m; the force transfer rod 20 shall be cut off when the U-shaped sheet pile 8 is injected, and the force transfer rod 20 shall be restored after the injection is completed, and the force transfer rod 20 and the concrete cushion layer 4 and the U-shaped sheet pile 8 shall be wedged tightly with rigid materials; the reserved pile hole position of the concrete cushion layer 4 shall be filled with crushed stone and compacted after the pile foundation construction is completed; the steel sheet piles on the foundation pit side (referring to the shore side enclosure 1) and the steel sheet piles on the cofferdam side (referring to the temporary The steel sheet piles of the riverside enclosure 2, the upstream enclosure and the downstream enclosure) need to be brushed with a release agent at the contact position with the concrete cushion layer 4, and the release agent range height is 600mm. The reserved pile hole position of the concrete cushion layer 4 is filled with crushed stone and compacted after the construction of the pile foundation 7 is completed; the concrete cushion layer 4 is added with a three-day early strength agent in a total range of 3775mm from the inner side line to the shore side line of the reserved pile hole of the U-shaped sheet pile 8; railings 22 are installed on the new retaining wall 21; sandbags are fully paved on the original sidewalk 25 (in this embodiment, the park sidewalk), and the sandbags are fully cone-30cm thick. Sandbags are added to the temporary access road 24 at the current height difference position, and the slope ratio is controlled at 1:10. After the construction is completed, the sandbags are removed. If the original sidewalk 25 is damaged, the on-site receiving and measuring well of the damaged part will be restored to its original state.
[0059] In summary, the above are only preferred embodiments of the present invention and are not intended to limit the protection scope of the present invention. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principles of the present invention shall be included in the protection scope of the present invention.
Claims
1. A single-side river-facing foundation pit reinforcement device, characterized in that: Including bank side enclosure, river side enclosure, upstream enclosure, downstream enclosure, and inclined inner support; The bank side enclosure, the river side enclosure, the upstream enclosure and the downstream enclosure form a cofferdam; A concrete cushion is laid on the ground inside the cofferdam; a fixed base is pre-buried in the concrete cushion; One end of the inclined inner support is fixed to the steel purlin fixed to the inner side of the shore enclosure, and the other end is fixed to the fixed base; The shore area is between the shoreline position of the cofferdam and the shore enclosure, and pile foundations are driven under the shore area; the river area is between the shoreline position of the cofferdam and the river enclosure.
2. A single-side river-facing foundation pit reinforcement device according to claim 1, characterized in that: At the location of the shoreline are engineering piles that are continuously driven to prevent soil erosion in the shore area; The concrete layer in the bank side area is connected with the concrete layer in the river side area through a force transmission rod.
3. A single-side river-facing foundation pit reinforcement device according to claim 2, characterized in that: The engineering piles at the shoreline are U-shaped sheet piles or square piles.
4. The single-side river-facing foundation pit reinforcement device according to claim 1 is characterized in that: The pile foundation is composed of concrete pipe piles.
5. The single-side river-facing foundation pit reinforcement device according to claim 1 is characterized in that: A stone chip cushion layer is also arranged below the concrete cushion layer.
6. The single-side river-facing foundation pit reinforcement device according to claim 1 is characterized in that: A counter-pressure stone block is arranged on the inner side of the river side enclosure to prevent the river side enclosure from tilting due to water pressure.
7. The single-side river-facing foundation pit reinforcement device according to claim 1 is characterized in that: The fixed base is a channel steel; The inclined inner support is an I-beam, one end of which is welded to the steel surrounding rubbing plate, and the other end is fixedly connected to the channel steel.
8. A single-side river-facing foundation pit reinforcement device according to any one of claims 1 to 7, characterized in that: The shore side enclosure, the river side enclosure, the upstream enclosure and the downstream enclosure are all made of steel sheet piles.