CN207376767U - a water inlet structure - Google Patents

Abstract

The utility model discloses an inlet channel structure has solved when the higher city of building density excavates the inlet channel, receives the restriction in excavation place easily, leads to the inlet channel to put the problem that slope excavation condition can't be established because of lacking, and its technical scheme main points are including the channel of excavation in advance, the both sides of channel are equipped with the bored concrete pile group that is used for forming the channel lateral wall, two to propping to having the fagging between the bored concrete pile group top, the channel bottom surface is equipped with the back up coat that covers channel ground, the back up coat is including arranging the stirring stake of a plurality of interval arrangements below the channel bottom surface in, reaches when the higher city of building density excavates the inlet channel, need not put the slope and handle the effect that can excavate the channel.

Description

a water inlet structure

technical field

The utility model relates to a water inlet canal, more specifically, it relates to a water inlet canal structure.

Background technique

In coastal cities with rainy weather, urban waterlogging is prone to occur. At present, large cities will build drainage systems. The drainage system includes drainage stations and auxiliary drainage channels to strengthen the discharge and treatment of urban rainwater when urban waterlogging occurs.

However, when excavating the intake canal in cities with high building density, it is easy to be restricted by the excavation site, resulting in the inability of the intake canal to be established due to the lack of grading and excavation conditions.

Utility model content

The purpose of the utility model is to provide an inlet channel structure, which has the advantage that the channel can be excavated without grading treatment.

The above-mentioned technical purpose of the utility model is achieved through the following technical proposals: an inlet channel structure, including a pre-excavated channel, two sides of the channel are provided with cast-in-place pile groups for forming the side walls of the channel, two The tops of the cast-in-situ pile groups are braced with opposite support plates, and the bottom surface of the channel is provided with a reinforcement layer covering the ground of the channel, and the reinforcement layer includes a plurality of mixing piles arranged at intervals below the bottom surface of the channel.

Using the above technical scheme, the cast-in-situ pile groups are set on both sides of the pre-excavated channel, so that the cast-in-situ pile groups have been set on both sides of the channel before the excavation of the channel, so that the excavation in high-density cities When constructing a channel, the channel can be excavated without grading; the cast-in-place pile group is used to form the permanent side wall of the channel to improve the stability of the channel; The cast-in-place pile group forms a braced structure, which has the advantages of high rigidity, good integrity, flexible layout, and adaptability to foundation pits of different shapes, and will not cause foundation pit displacement due to loose joints, and the construction quality can be easily guaranteed The reinforcement layer set on the bottom of the channel can improve the strength of the bottom of the channel and reduce the flow of soil from the bottom of the channel during floods, thereby reducing the occurrence of soil erosion; the mixing piles arranged at multiple intervals below the bottom of the channel can rely on huge The lateral stiffness of a single pile or the lateral stiffness of a pile group foundation and its overall anti-overturning ability can resist the horizontal load and moment load caused by floods and ensure the overall anti-overturning stability of the channel.

Further, the cast-in-place pile group includes a support structure pile, a vertical support pile, and a plain concrete pile conflictingly connected between the support structure pile and the vertical support pile; the support structure pile, the vertical support pile, and the plain concrete pile arranged side by side.

By adopting the above-mentioned technical scheme, the support structure piles, the vertical support piles and the plain concrete piles are arranged in conflict with each other, and the three are arranged side by side, so that the cast-in-situ pile group has an overall continuous waterproof and soil-retaining enclosure structure with good anti-seepage effect.

Further, the reinforcement layer includes a geotextile layer arranged on the bottom surface of the channel, a stone powder cushion layer arranged on the upper surface of the geotextile layer, and a concrete floor layer arranged on the upper surface of the stone powder cushion layer.

Using the above technical scheme, the geotextile layer set up can maintain sufficient strength and elongation in the case of no water or water leakage in the channel. The geotextile layer has good corrosion resistance and water permeability; the stone powder cushion has good The superimposed setting of the stone powder cushion and the geotextile layer is to reduce the water content of the channel base and reduce the occurrence of foundation collapse caused by the excessive water content of the channel base; the concrete set on the upper surface of the stone powder cushion Bottom plate to improve the anti-seepage and anti-cracking ability of the bottom of the channel; geotextile layer, stone powder cushion layer and concrete bottom plate layer are superimposed to strengthen the strength of the bottom surface of the channel through the concrete bottom plate and reduce flood penetration into the soil layer, through the stone powder cushion layer The water infiltrated through the concrete bottom plate is quickly directed to the geotextile layer, and finally the water is guided to the ground through the geotextile layer to spread below the ground, reducing the occurrence of water accumulation at the base of the channel.

Further, the thickness ratio among the geotextile layer, the stone powder cushion layer and the concrete floor layer is 0.5-1:30:30.

By adopting the above-mentioned technical solution, by setting the thickness ratio, better rigidity and water seepage performance can be better provided to the bottom surface of the channel.

Further, the concrete floor layer is provided with a reinforcement mesh layer, and the reinforcement mesh layer has square interval holes.

Adopting the above-mentioned technical scheme, the reinforced mesh layer is set to improve the structural strength of the concrete bottom slab, and it is not easy to crack when the concrete bottom slab is attacked by floods.

Further, the reinforcement layer is provided with a plurality of drainage pipes passing through the stone powder cushion layer and the concrete floor layer in sequence, and the plurality of drainage pipes are perpendicular to the geotextile layer.

By adopting the above-mentioned technical scheme, the drainage pipe provided through the stone powder cushion layer and the concrete bottom slab is used to discharge accumulated water formed after the flood from the concrete bottom slab layer through the drainage pipe, so as to reduce the accumulated water in channels after the flood.

Further, the top of the cast-in-situ pile group is provided with a cap beam for clamping the counter support plate, and the cap beam is provided with a bayonet for clamping the counter support plate.

Using the above technical scheme, the cap beam is provided to connect the cast-in-situ pile groups arranged on both sides of the channel together to prevent the top edge of the foundation pit from collapsing; the clamping structure between the bayonet and the support plate is convenient for the support plate and Splicing between cap beams.

Further, the bayonet is L-shaped, and a split is reserved between the bayonet and the supporting plate, and a waterproof layer is laid on the split, and the waterproof layer includes the gap between the horizontal surface of the bayonet and the supporting plate. The laminated three-oil and two-felt asphalt layer and the laminated asphalt ointment layer between the vertical surface of the bayonet and the support plate.

Using the above technical scheme, the reserved bayonet and the reserved split between the braces are used for the deformation of the cap beam and the braces due to thermal expansion and contraction, and a waterproof layer is set to reduce water damage. Corrosion between the bayonet and the support plate reduces its structural strength.

Further, interlocking bite patterns are provided between the bayonet socket and the end of the support plate.

By adopting the above technical solution, the bite lines provided between the bayonet socket and the support plate can enhance the stability between the support plate and the bayonet socket when splicing the support plate and the bayonet socket.

Further, in the soil layer far away from the channel surface, the cast-in-situ pile group is provided with a reinforcement pile group for improving the strength of the side wall of the channel. The reinforcement pile group includes a plurality of reinforcement piles arranged at intervals, and the plurality of reinforcement piles are in the shape of a line Parallel to cast-in-situ pile groups.

By adopting the above-mentioned technical scheme, the reinforcement pile group arranged parallel to the cast-in-situ pile group is used for secondary reinforcement with the soil layers on both sides of the channel, thereby improving the strength structure of the entire channel.

In summary, the utility model has the following beneficial effects:

One: The cast-in-situ pile groups set on both sides of the pre-excavated channel volume enable the channel to be excavated without grading when the channel is excavated in a high-density city;

Second: supporting structure piles, vertical supporting piles and plain concrete piles are arranged side by side, so that the cast-in-situ pile group has an overall continuous waterproof and soil-retaining enclosure structure with good anti-seepage effect;

The third: the geotextile layer, the stone powder cushion and the concrete floor layer are superimposed to strengthen the strength of the bottom surface of the channel through the concrete floor and reduce the penetration of floods into the soil layer, and quickly guide the water seeping through the concrete floor through the stone powder cushion The geotextile layer finally guides the water to spread below the ground through the geotextile layer to reduce the occurrence of water accumulation at the base of the channel.

Description of drawings

Fig. 1 is the overall structure schematic diagram among the present embodiment one;

Fig. 2 is a schematic diagram of the structure between the cast-in-situ pile, the cap beam and the supporting plate in the first embodiment;

Fig. 3 is the enlarged schematic view of A in Fig. 2;

Fig. 4 is a schematic diagram of the connection structure between the cast-in-situ pile and the supporting plate in the first embodiment;

Fig. 5 is a schematic diagram of the split structure in the second embodiment;

FIG. 6 is a schematic diagram of the plug-in structure of the plug connector and the receiving chamber in the third embodiment.

In the figure: 1, brace plate; 2, guard plate surface; 3, reinforcement layer; 31, geotextile layer; 32, stone powder cushion layer; 33, concrete floor layer; 34, steel mesh layer; 36, drainage pipe; 35 , mixing pile; 4, pouring pile group; 41, reinforcement pile; 42, support structure pile; 43, plain concrete pile; 44, vertical support pile; 5, cap beam; 51, bayonet; 52, three oil two felt Asphalt layer; 53, asphalt ointment layer; 54, split joint; 6, bite pattern; 61, bite groove; 62, bite block; 7, channel; 8, steel bar; 81, reinforcing rib; 82, accommodation cavity.

Detailed ways

Below in conjunction with accompanying drawing, the utility model is described in further detail.

This specific embodiment is only an explanation of the utility model, and it is not a limitation of the utility model. After reading this description, those skilled in the art can make modifications to the embodiment without creative contribution according to needs, but as long as it is within the utility model All new claims are protected by patent law.

Embodiment 1: A kind of inlet channel structure, as shown in accompanying drawing 1 and accompanying drawing 2, comprises the channel 7 of pre-excavation, and the cross-section of channel 7 is rectangular, and the both sides of channel 7 is not carried out grading processing; The two sides of the channel 7 are vertically pre-embedded with cast-in-situ pile groups 4 respectively, and there are counter braces 1 between the channels 7 on both sides, and the connection between the counter braces 1 and the cast-in-situ pile groups 4 is provided with cap beams 5 , to connect the cast-in-place pile groups 4 arranged on both sides of the channel 7 to prevent the top edge of the foundation pit from collapsing.

The cap beam 5 is located in the middle of the cast-in-place pile group 4, and the width of the cap beam 5 is greater than the width of the cast-in-place pile group 4, so that a reserved space is formed between the cap beam 5 and the cast-in-place pile group 4, facing the channel 7. The guard plate surface 2 is attached to the reserved space on one side, and a reinforcement layer 3 is laid on the bottom end of the channel 7 .

The reinforcement layer 3 includes a plurality of stirring piles 35 arranged at intervals below the bottom surface of the channel 7, and the plurality of stirring piles 35 are arranged in a plum blossom shape, and the stirring piles 35 are completely inserted below the ground along the height direction of the channel 7, so that To improve the strength of the bottom surface of the channel, the mixing piles 35 used in this embodiment are cement mixing piles 35 with a diameter of 500mm, and the interval between each cement mixing pile 35 is 1.5m.

The reinforcement layer 3 also includes a geotextile layer 31 arranged on the bottom surface of the channel 7, a stone powder cushion layer 32 arranged on the upper surface of the geotextile layer 31, and a concrete floor layer 33 arranged on the upper surface of the stone powder cushion layer 32; the geotextile layer 31, the stone powder The thickness ratio between the cushion layer 32 and the concrete floor layer 33 is 0.5-1:30:30.

The geotextile layer 31 includes a plurality of massive geotextiles distributed at intervals, and the side length of the geotextile in this embodiment is 500mm*500mm; the geotextile layer 31, the stone powder cushion layer 32 and the concrete floor layer 33 in the present embodiment The thicknesses are 85mm, 300mm and 500mm respectively; the concrete floor layer 33 is provided with a reinforcement mesh layer 34, and the reinforcement mesh layer 34 is formed by splicing steel bars 8 with a diameter of 10mm, and a square hole with an aperture of 250mm*250mm is formed to improve the concrete floor The structural strength of the layer 33 is not easy to crack when the concrete floor layer 33 is attacked by floods.

The reinforcement layer 3 is provided with a plurality of drainage pipes 36 that run through the stone powder cushion layer 32 and the concrete floor layer 33 in sequence, and the drainage pipes 36 are arranged perpendicular to the geotextile layer 31. The drainage pipes 36 in this embodiment adopt PVC drainage pipes with a diameter of 50 mm. pipe, and the interval between adjacent drainage pipes 36 is 2m, so that the accumulated water formed after the flood is discharged from the concrete floor layer 33 through the drainage pipes 36, so as to reduce the accumulation of water in the channel 7 after the flood.

As shown in accompanying drawing 3 and accompanying drawing 4, cast-in-place pile group 4 comprises support structure pile 42, vertical support pile 44 and the plain concrete pile 43 that conflicts and is connected between support structure pile 42 and vertical support pile 44, so that The operator drills through the plain concrete pile 43 when needed, and does not damage the structural strength of the cast-in-situ pile group 4; and the supporting structure pile 42, the vertical support pile 44 and the plain concrete pile 43 are arranged side by side, and the supporting structure The pile 42 and the vertical support pile 44 are provided with steel bars 8 equal in length to the support structure pile 42 and the vertical support pile 44; the support structure pile 42, the vertical support pile 44 and the vertical support pile 44 are interlocked and arranged The diameters of the support structure pile 42, the vertical support pile 44 and the vertical support pile 44 are evenly cast-in-situ piles with a diameter of 800 mm.

Support structure piles 42, vertical support piles 44 and plain concrete piles 43 are arranged in a line, cast-in-place pile group 4 is the side wall of channel 7, guard plate surface 2 is attached to cast-in-situ pile group 4, guard plate surface 2 For the concrete face protection, the anchor bars are set at the support structure pile 42 and the vertical support pile 44, and the steel bar 8 mesh is laid on the whole face of the face plate 2, and then pouring concrete to form the face plate 2.

The top of the cast-in-place pile group 4 is provided with steel bars, and the steel bars are inserted into the cap beam 5, making it difficult for the cap beam 5 to move relative to the cast-in-place pile group 4, and then use concrete pouring, so that the cap beam 5 is fixed on the top of the cast-in-place pile; the cap beam 5 There is a bayonet 51 at the top of the top, and the supporting plate 1 is in contact with the bayonet 51. The bayonet 51 is arranged in an L shape. A waterproof layer with a closed split 54 is provided, and the waterproof layer includes a three-oil two-felt asphalt layer 52 that is bonded between the horizontal surface of the bayonet 51 and the counter support plate 1, and a joint between the vertical surface of the bayonet 51 and the counter support plate 1 There is an asphalt ointment layer 53 to reduce water corrosion between the bayonet 51 and the supporting plate 1 and reduce its structural strength.

The cast-in-situ pile group 4 is provided with a reinforcement pile group for improving the strength of the side wall of the channel 7 in the soil layer away from the channel 7, and the reinforcement pile group includes a plurality of reinforcement piles 41 arranged at intervals, and the plurality of reinforcement piles 41 are in the shape of a line Parallel to cast-in-situ pile group 4, the soil layer on both sides of channel 7 is reinforced twice, so as to improve the strength structure of the entire channel 7.

Embodiment 2: A water inlet channel structure, as shown in Figure 5, differs from Embodiment 1 in that a bayonet 51 is provided between the bayonet 51 and the supporting plate 1, and there are bite lines 6 that engage with each other. The grain 6 includes an engaging block 62 arranged on the bottom surface and the side of the end of the supporting plate and an engaging groove 61 arranged on the horizontal plane and the vertical surface of the bayonet; When they are spliced together, the stability between the supporting plate 11 and the bayonet socket 51 is enhanced.

Embodiment 3: An inlet channel structure, as shown in Figure 6, differs from Embodiment 1 in that there are connectors provided at the ends of the cap beam 5 and cast-in-situ pile group 4, and the connectors are cast-in-place piles The reinforcing bar 8 and the reinforcing bar 81 arranged around the reinforcing bar 8 to strengthen the strength of the reinforcing bar 8 are arranged in the group 4. The reinforcing bar 81 is welded to the reinforcing bar 8 in a cross shape, and the bottom end of the reinforcing bar 81 is in conflict with the top of the cast-in-situ pile group 4; The bottom end of the cap beam 5 is provided with an accommodating chamber 82 for accommodating the connectors, and the cavity shape and size of the accommodating chamber 82 is consistent with the shape and size of the connectors, so that the splicing of the cap beam 5 to the cast-in-situ pile group 4 is more stable.

Claims (10)

1. a kind of inlet channel structure, it is characterised in that：Including the channel (7) excavated in advance, the both sides of the channel (7), which are equipped with, to be used for The bored concrete pile group (4) of channel (7) side wall is formed, has support to fagging (1) between two bored concrete pile group (4) tops, it is described Channel (7) bottom surface be equipped with covering channel (7) bottom surface reinforcing layer (3), the reinforcing layer (3) include be placed in channel (7) bottom surface with Under multiple spaced apart mixing piles (35).

2. a kind of inlet channel structure according to claim 1, it is characterised in that：The bored concrete pile group (4) includes supporting knot The element that structure stake (42), vertical support stake (44) and conflict are connected between supporting construction stake (42) and vertical support stake (44) mixes Solidifying soil stake (43)；It is discharged side by side between the supporting construction stake (42), vertical support stake (44) and plain concrete pile (43).

3. a kind of inlet channel structure according to claim 1, it is characterised in that：The reinforcing layer (3) includes being arranged at canal The geotextile layer (31) of road (7) bottom surface, the stonework road cutting (32) for being arranged at geotextile layer (31) upper surface and it is arranged at mountain flour The concrete backplane level (33) of bed course (32) upper surface.

4. a kind of inlet channel structure according to claim 3, it is characterised in that：The geotextile layer (31), stonework road cutting (32) thickness ratio and between concrete backplane level (33) is 0.5-1:30:30.

5. a kind of inlet channel structure according to claim 4, it is characterised in that：Reinforcing bar is equipped in the concrete backplane level (33) Stratum reticulare (34), the reinforcing bar stratum reticulare (34) come with the spacer holes (341) of square.

6. a kind of inlet channel structure according to claim 5, it is characterised in that：The reinforcing layer (3) is equipped with and sequentially passes through Multiple drainpipes (36) of stonework road cutting (32), concrete backplane level (33), multiple drainpipes (36) are perpendicular to geotextile layer (31)。

7. a kind of inlet channel structure according to claim 1, it is characterised in that：The top of the bored concrete pile group (4) is equipped with For being clamped the cap beam (5) to fagging (1), the cap beam (5) is equipped with for the bayonet (51) to fagging (1) clamping.

8. a kind of inlet channel structure according to claim 7, it is characterised in that：The bayonet (51) is L-shaped, the bayonet (51) and to being reserved with parting (54) between fagging (1), the parting (54) is equipped with waterproof layer, and the waterproof layer includes bayonet (51) horizontal plane is with the three oily two felt bitumen layers (52) to being bonded between fagging (1) and the vertical plane of bayonet (51) and to support The coal tar layer of paste (53) being bonded between plate (1).

9. a kind of inlet channel structure according to claim 8, it is characterised in that：The bayonet (51) is with holding fagging (1) Portion's Mosaic face stings line (6) equipped with what is be mutually twisted.

10. a kind of inlet channel structure according to claim 1, it is characterised in that：It is set in the separate layer of the bored concrete pile group (4) It is useful for improving reinforcing pile (41) group of channel (7) side wall strength, reinforcing pile (41) group includes multiple arranged for interval and reinforces Stake (41), multiple reinforcing piles (41) are in yi word pattern parallel to bored concrete pile group (4).