A fertilizer groove backfill structure and a fertilizer groove backfill method

Abstract

The application relates to a fat groove backfill structure and belongs to the field of building engineering, which comprises slope protection piles arranged along the surface of the pit wall of a foundation pit and a keel framework arranged in the foundation pit and spaced from the slope protection piles, the keel framework and the slope protection piles are connected through a plurality of connecting pieces, a panel layer is arranged on the side of the keel framework away from the slope protection piles and covers the surface of the side of the keel framework away from the slope protection piles, a solidified body formed by solidification of concrete is arranged between the panel layer and the slope protection piles, and the keel framework and the connecting pieces are both buried in the interior of the solidified body. The application further discloses a fat groove backfill method, and has the effect of early backfilling of the fat groove under the condition that the underground structure in the foundation pit is not completely completed.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of building engineering, in particular to a fertilizer groove backfill structure and a fertilizer groove backfill method. BACKGROUND

[0002] The construction of the underground structure generally starts after the excavation of the foundation pit fertilizer groove, and the backfill of the fertilizer groove is carried out after the completion of the underground outer wall construction of the underground structure. When the underground outer wall construction of the underground structure is carried out, the support structure such as the scaffold is arranged at the fertilizer groove to enable the construction personnel to carry out the construction of the underground structure in the fertilizer groove.

[0003] When the foundation pit has been used for a long time and part of the underground structure in the foundation pit has been completed, in order to ensure safety, the backfill of the foundation pit needs to be carried out. However, due to the fact that the underground structure in the foundation pit is partially completed, the existing fertilizer groove backfill method cannot be used for the backfill of the fertilizer groove, and the fertilizer groove backfill cannot be completed in some areas of the foundation pit. SUMMARY

[0004] In order to carry out the backfill of the fertilizer groove in advance under the condition that the underground structure in the foundation pit is not completely completed, the present application provides a fertilizer groove backfill structure and a fertilizer groove backfill method.

[0005] The fertilizer groove backfill structure provided by the present application adopts the following technical scheme:

[0006] A fertilizer groove backfill structure comprises slope protection piles arranged along the surface of the pit wall of the foundation pit and a keel framework arranged inside the foundation pit and spaced apart from the slope protection piles. The keel framework and the slope protection piles are connected by a plurality of connecting pieces. A panel layer is arranged on the side of the keel framework away from the slope protection piles and covers the surface of the side of the keel framework away from the slope protection piles. A solidified body formed by the solidification of concrete is arranged between the panel layer and the slope protection piles. The keel framework and the connecting pieces are both buried inside the solidified body.

[0007] By adopting the above technical scheme, the keel framework is erected inside the foundation pit, and the panel layer is arranged on the side of the keel framework away from the slope protection piles, so as to form a pouring space between the panel layer and the slope protection piles. The pouring space is poured with concrete, and the solidified body is formed after the solidification of the concrete, thereby completing the backfill of the fertilizer groove. At this time, the structure in the foundation pit can be in a state of not being completely completed, so as to carry out the backfill of the fertilizer groove in advance under the condition that the underground structure in the foundation pit is not completely completed.

[0008] Optionally, a support frame is arranged on the side of the panel layer away from the keel framework.

[0009] By adopting the technical scheme, the support frame is arranged on the side of the panel layer away from the keel framework, so that the support frame can support the panel layer and the keel framework when pouring the concrete, and the keel framework and the panel layer are not prone to deformation.

[0010] Optionally, the panel layer is formed by splicing a plurality of high-strength cement pressure plates, the high-strength cement pressure plates are fixed on the keel framework by fixing members, and the splicing joints between adjacent high-strength cement pressure plates are opposite to the surface of the keel framework.

[0011] By adopting the technical scheme, the splicing joints between adjacent high-strength cement pressure plates are opposite to the surface of the keel framework, so that the concrete is not prone to leakage between adjacent high-strength cement pressure plates when pouring the concrete.

[0012] Optionally, the high-strength cement pressure plate is internally provided with a plurality of vertical hollow holes penetrating through the high-strength cement pressure plate, the hollow holes between the upper and lower adjacent high-strength cement pressure plates are opposite and connected one by one, and a reinforcing rod is arranged between the hollow holes of the upper and lower adjacent high-strength cement pressure plates, one end of the reinforcing rod extends into the hollow hole of the high-strength cement pressure plate above, and the other end of the reinforcing rod extends into the hollow hole of the high-strength cement pressure plate below.

[0013] By adopting the technical scheme, one end of the reinforcing rod extends into the hollow hole of the high-strength cement pressure plate above, and the other end of the reinforcing rod extends into the hollow hole of the high-strength cement pressure plate below, so as to strengthen the connection strength between the upper and lower high-strength cement pressure plates.

[0014] Optionally, the high-strength cement pressure plate is internally provided with a plurality of vertical hollow holes penetrating through the high-strength cement pressure plate, the hollow holes between the upper and lower adjacent high-strength cement pressure plates are opposite and connected one by one, the side of the high-strength cement pressure plate facing the keel framework is provided with a grouting hole connected with the hollow hole, and the surface of the high-strength cement pressure plate facing upward and the surface of the high-strength cement pressure plate facing downward are both provided with a grouting channel when the high-strength cement pressure plate is installed on the keel framework, and the upper and lower adjacent high-strength cement pressure plates abut against each other.

[0015] By adopting the technical scheme, the concrete can enter the hollow hole through the grouting hole when pouring the concrete, the concrete flows into the inside of the grouting channel after entering the hollow hole, and finally a solidified structure is formed between the upper and lower adjacent high-strength cement pressure plates, so as to seal the abutting joint between the upper and lower adjacent high-strength cement pressure plates, and the strength of the high-strength cement pressure plate can be strengthened after the concrete solidifies.

[0016] Optionally, a fixing anchor rod is arranged on the side of the high-strength cement pressure plate facing the keel framework, and the fixing anchor rod is embedded in the inside of the solidified body.

[0017] By adopting the technical scheme, the connection strength between the solidified body and the high-strength cement pressure plate is increased, so that the solidified body and the high-strength cement pressure plate are not prone to separation.

[0018] Optionally, a metal mesh is arranged between the keel framework and the panel layer.

[0019] By adopting the technical scheme, the metal mesh is arranged between the keel framework and the panel layer, and when the concrete is poured, the metal mesh can bear part of the extrusion force of the concrete on the panel layer, so that the connection between the panel layer and the keel framework is not prone to separation or the panel layer is not prone to fragmentation.

[0020] Optionally, the keel framework comprises a plurality of transverse keels arranged transversely, the transverse keels are arranged at intervals from bottom to top, the transverse keels are parallel to each other, a plurality of vertical keels are arranged between adjacent transverse keels and arranged along the length direction of the transverse keel, the top end of the vertical keel is connected to the transverse keel on the upper layer, the bottom end of the vertical keel is connected to the transverse keel on the lower layer, and the connecting piece is located at the intersection position of the transverse keel and the vertical keel.

[0021] By adopting the technical scheme, the connecting piece is located at the intersection position of the transverse keel and the vertical keel, so that the keel framework is more uniformly stressed when the connecting piece pulls the keel framework.

[0022] The fertilizer trench backfill method provided in the application adopts the following technical scheme:

[0023] A fertilizer trench backfill method for constructing the fertilizer trench backfill structure, and the specific steps are as follows:

[0024] S1, keel framework assembly: assemble the keel according to the keel framework design drawing;

[0025] S2, keel framework hoisting: hoist the assembled keel framework into the inside of the foundation pit, and fix the bottom end of the keel framework to the foundation pit bottom plate cushion;

[0026] S3, connection of the keel framework and the slope protection pile: fix the keel framework and the slope protection pile together through the connecting rod;

[0027] S4, installation position elastic line: mark the installation position of the high-strength cement pressure plate on the surface of the side of the keel framework away from the slope protection pile according to the specifications of the high-strength cement pressure plate;

[0028] S5, high-strength cement pressure plate installation: high-strength cement pressure plates are sequentially installed from one end of the keel framework until the surface of the keel framework is fully covered;

[0029] S6, pouring light aggregate concrete: pouring light aggregate concrete between the panel layer and the slope protection pile, pouring should be layered, each pouring height is not greater than 1.2m, and the pouring is recycled, and the upper part is poured after the light aggregate concrete reaches the final setting.

[0030] By adopting the technical scheme, the keel framework is built in the interior of the foundation pit, and the panel layer is fully laid on the side of the keel framework away from the slope protection pile, so that a pouring space is formed between the panel layer and the slope protection pile, concrete is poured into the interior of the pouring space, and a solidified body is formed after the concrete solidifies, so that the backfilling of the fat groove is completed. At this time, the structure in the foundation pit can be in an incomplete construction state, so that the fat groove is backfilled in advance under the condition that the underground structure in the interior of the foundation pit is not completely constructed.

[0031] In summary, the present application has at least one of the following beneficial technical effects:

[0032] 1. By building a keel framework in the interior of the foundation pit, and fully laying a panel layer on the side of the keel framework away from the slope protection pile, a pouring space is formed between the panel layer and the slope protection pile, concrete is poured into the interior of the pouring space, and a solidified body is formed after the concrete solidifies, so that the backfilling of the fat groove is completed. At this time, the structure in the foundation pit can be in an incomplete construction state, so that the fat groove is backfilled in advance under the condition that the underground structure in the interior of the foundation pit is not completely constructed.

[0033] 2. When pouring concrete, the concrete can enter the hollow hole through the grouting hole, and after the concrete enters the hollow hole, it flows into the interior of the grouting channel, and finally forms a solidified structure between the upper and lower adjacent high-strength cement pressure plates, sealing the butt joint between the upper and lower adjacent high-strength cement pressure plates. At the same time, after the concrete solidifies, the strength of the high-strength cement pressure plate can be improved.

[0034] 3. The metal mesh is arranged between the keel framework and the panel layer, and when pouring concrete, the metal mesh can bear part of the extrusion force of the concrete on the panel layer, so that the connection between the panel layer and the keel framework is not easy to separate or the panel layer is not easy to break. BRIEF DESCRIPTION OF DRAWINGS

[0035] Figure 1 is a structure diagram of the fat groove backfilling structure of the first embodiment of the present application;

[0036] Figure 2 is an exploded view of the connection structure between the keel framework and the high-strength cement pressure plate of the first embodiment of the present application;

[0037] Figure 3 is a structural schematic diagram of the inside of the high-strength cement pressure plate of the first embodiment of the present application;

[0038] Figure 4 is an exploded view of the connecting structure between the upper and lower high-strength cement pressure plates of the first embodiment of the present application;

[0039] Figure 5 is a schematic diagram of the connecting structure between the upper and lower high-strength cement pressure plates of the second embodiment of the present application.

[0040] Legend: 1, slope protection pile; 2, keel framework; 21, transverse keel; 22, vertical keel; 3, connecting rod; 4, panel layer; 41, high-strength cement pressure plate; 411, hollow hole; 412, pouring channel; 413, grouting hole; 42, fixed anchor rod; 5, support frame; 6, solidified body; 7, metal mesh; 8, reinforcing rod. DETAILED DESCRIPTION

[0041] The following will be described in detail in combination with the accompanying Figures 1-5 The present application is further described in detail.

[0042] Embodiment I

[0043] The embodiment of the present application discloses a fertilizer groove backfill structure.

[0044] Referring to Figure 1 , the fertilizer groove backfill structure comprises slope protection piles 1 arranged along the surface of the pit wall of the foundation pit and a keel framework 2 arranged inside the foundation pit and spaced apart from the slope protection piles 1. The keel framework 2 is arranged vertically, and the bottom end of the keel framework 2 is fixedly connected with the top and bottom pads of the foundation pit. A plurality of connecting rods 3 are arranged between the keel framework 2 and the slope protection piles 1, the connecting rods 3 are made of angle steel, one end of the connecting rods 3 is fixed with the slope protection piles 1, and the other end of the connecting rods 3 is fixed with the keel framework 2.

[0045] A panel layer 4 is arranged on the surface of the side of the keel framework 2 away from the slope protection piles 1, and the panel layer 4 fully covers the side of the keel framework 2 away from the slope protection piles 1. A support frame 5 is arranged on the side of the panel layer 4 away from the keel framework 2, and the support frame 5 is fixed at the bottom of the foundation pit and supports the panel layer 4 and the keel framework 2. A solidified body 6 formed by pouring and solidifying light aggregate concrete is filled between the panel layer 4 and the slope protection piles 1, and the keel framework 2 and the connecting rods 3 are all buried inside the solidified body 6.

[0046] Referring to Figure 1 , Figure 2The keel framework 2 comprises a plurality of transversely arranged transverse keels 21. The arrangement direction of the transverse keels 21 is arranged in intervals from bottom to top, and the transverse keels 21 are parallel to each other. A plurality of vertical keels 22 are arranged between adjacent transverse keels 21. The vertical keels 22 are vertically arranged, and the vertical keels 22 are arranged in intervals along the length direction of the transverse keels 21. The top end of the vertical keel 22 is welded and fixed to the upper transverse keel 21, and the bottom end of the vertical keel 22 is welded and fixed to the lower transverse keel 21. Two adjacent transverse keels 21 and two adjacent vertical keels 22 form a communication cavity which is connected to the outer surface and the inner surface of the keel framework 2. The connecting rod 3 is connected to the intersection between the transverse keel 21 and the vertical keel 22 of the keel framework 2.

[0047] The panel layer 4 is composed of a plurality of high-strength cement pressure plates 41. The high-strength cement pressure plates 41 are fixed to the keel framework 2 by screws. When the high-strength cement pressure plates 41 are attached to the side surface of the keel framework 2 away from the slope pile 1, the high-strength cement pressure plates 41 cover the communication cavity on the keel framework 2. The abutting seams between the high-strength cement pressure plates 41 of the adjacent two layers are opposite to the transverse keels 21, and the abutting seams between the high-strength cement pressure plates 41 of the adjacent two layers are opposite to the vertical keels 22.

[0048] A metal mesh 7 is arranged between the keel framework 2 and the panel layer 4, and the metal mesh 7 is fixed between the keel framework 2 and the panel layer 4. When the concrete 6 is poured, the metal mesh 7 can offset a part of the extrusion force of the concrete 6 on the panel layer 4, thereby protecting the high-strength cement pressure plates 41.

[0049] Referring to Figure 2 , Figure 3 To increase the connection strength between the high-strength cement pressure plates 41 and the concrete 6, a fixed anchor rod 42 is arranged on the side surface of the high-strength cement pressure plate 41 facing the keel framework 2, and the fixed anchor rod 42 extends into the communication cavity of the keel framework 2. When the concrete 6 is poured, the fixed anchor rod 42 is poured and fixed inside the concrete 6.

[0050] Referring to Figure 2 , Figure 4 A plurality of vertical hollow holes 411 are arranged inside the high-strength cement pressure plate 41, and the vertical hollow holes 411 of the adjacent two layers of high-strength cement pressure plates 41 are opposite and connected to each other. A reinforcing rod 8 is arranged between the adjacent two layers of high-strength cement pressure plates 41. One end of the reinforcing rod 8 extends into the vertical hollow hole 411 of the lower high-strength cement pressure plate 41, and the other end of the reinforcing rod 8 extends into the vertical hollow hole 411 of the upper high-strength cement pressure plate 41.

[0051] When the pouring of the solidifying body 6 is performed, the reinforcing rod 8 can connect the upper and lower high-strength cement pressure plates 41, so that the abutting joint between the upper and lower high-strength cement pressure plates 41 is not easy to separate when the light aggregate concrete of the solidifying body 6 extrudes the high-strength cement pressure plates 41, and the possibility of slurry leakage is reduced.

[0052] The application further discloses a method for backfilling the fertilizer groove, and specific steps are as follows:

[0053] S1, keel framework assembly:

[0054] The keel assembly is strictly performed according to the keel framework design drawing, the upper and lower ends of the vertical keel 22 are inserted into the adjacent horizontal keels 21, and after the verticality and positioning are adjusted accurately, the self-tapping screw is used for fixing.

[0055] S2, keel framework hoisting:

[0056] The assembled keel framework 2 is hoisted into the inside of the foundation pit, and the bottom end of the keel framework 2 is fixed with the foundation pit bottom plate cushion layer.

[0057] S3, connection of the keel framework and the slope protection pile:

[0058] After the keel framework 2 is installed, the connection and fixing with the slope protection pile 1 of the foundation pit are performed, the A10 expansion screw and the connecting rod 3 are used for connecting the keel framework 2 with the slope protection pile 1, the horizontal spacing of the connecting rod 3 is 800 mm, the vertical spacing is 1200 mm, and the pulling point is at the intersection of the horizontal keel 21 and the vertical keel 22.

[0059] S4, installation position elastic line:

[0060] The high-strength cement pressure plate 41 adopts the high-strength cement pressure plate with an age of more than 28 days, and the elastic line is drawn on the surface of the side of the keel framework 2 away from the slope protection pile 1 according to the specification of the high-strength cement pressure plate 41, so as to mark the installation position of the high-strength cement pressure plate 41.

[0061] S5, high-strength cement pressure plate installation:

[0062] The high-strength cement pressure plate needs to be installed after the template layout drawing is drawn according to the keel size of the keel framework, the high-strength cement pressure plate 41 is sequentially installed from one end of the keel framework 2, and the surface of the side of the keel framework 2 away from the slope protection pile 1 is fully paved.

[0063] The high-strength cement pressure plate 41 is connected with the keel framework 2 by means of the screw, and the following provisions should be met:

[0064] 1) The vertical joint of the high-strength cement pressure plate 41 should be opposite to the vertical keel 22.

[0065] 2) The screw should be a dovetail sink head self-drilling self-tapping screw, the vertical spacing should not be greater than 200mm, the nail head should be sunk into the surface of the high-strength cement pressure plate 41, the nail head surface sinking depth should not be greater than 1mm, and the high-strength cement pressure plate 41 should not be cut off, and the distance from the edge and the end of the plate should be at least 9mm; when the self-tapping screw is fixed, the high-strength cement pressure plate 41 must be fixed tightly with the keel framework 2.

[0066] 3) The width of the joint between the high-strength cement pressure plates 41 should be not greater than 3mm; the vertical joint of the high-strength cement pressure plate 41 should be arranged in the center of the vertical keel 22, the joint of the high-strength cement pressure plate 41 should be sealed, and the overlap width of the high-strength cement pressure plate 41 and the keel framework 2 should be not less than 15mm.

[0067] S6, pouring light aggregate concrete:

[0068] The light aggregate concrete is mixed on site, and an appropriate amount of additive is added during mixing. After being stirred by a horizontal stirrer, it is placed in a transfer device, the stirring dragon in the transfer device continuously and slowly rotates, and is transported to the working surface by a pump. Pouring should be layered, the pouring height should be not greater than 1.2m each time, and the pouring should be circularly repeated. After the light aggregate concrete reaches the final setting, the upper part is poured.

[0069] Example two

[0070] The embodiment of the application discloses a fertilizer groove backfill structure.

[0071] Referring to Figure 5 , the difference between example two and example one is that the side surface of the high-strength cement pressure plate 41 facing upward and the side surface of the high-strength cement pressure plate 41 facing downward are both provided with pouring channels 412, and the pouring channels 412 are in communication with the hollow holes 411. When the upper and lower high-strength cement pressure plates 41 are spliced, the pouring channels 412 on the side surface of the high-strength cement pressure plate 41 facing downward of the upper layer are in communication with the pouring channels 412 on the side surface of the high-strength cement pressure plate 41 facing upward of the lower layer and are spliced into a pouring cavity.

[0072] The side surface of the high-strength cement pressure plate 41 facing the communication cavity is provided with grouting holes 413 in communication with the communication cavity, and the number of the grouting holes 413 is the same as that of the hollow holes 411. The grouting holes 413 and the hollow holes 411 are in one-to-one correspondence and in internal communication.

[0073] When the light aggregate concrete is poured, the light aggregate concrete can flow into the hollow hole 411 through the grouting hole 413, and flow into the pouring cavity formed by the high-strength cement pressure plates 41, and when the light aggregate concrete solidifies, the sealing of the joint between the upper and lower high-strength cement pressure plates 41 can be improved, and the connection strength between the solidified body 6 and the high-strength cement pressure plates 41 can be improved.

[0074] The above are preferred embodiments of the present application, and are not intended to limit the protection scope of the present application, so: any equivalent changes made on the basis of the structure, shape, principle of the present application should be covered within the protection scope of the present application.

Claims

1. A trench backfill structure, characterized by: The utility model provides a kind of retaining pile (1) and keel framework (2) for being arranged in foundation pit inside and being spaced apart with the retaining pile (1) are included along the surface of pit wall of foundation pit, the keel framework (2) is connected between the retaining pile (1) by multiple connecting pieces, the side of the keel framework (2) away from the retaining pile (1) is provided with panel layer (4) that fills the surface of the side of the keel framework (2) away from retaining pile (1), and the panel layer (4) is provided with solidification body (6) by concrete solidification between the retaining pile (1), and the keel framework (2) and connecting piece are all buried in the inside of the solidification body (6); The side of the panel layer (4) away from the keel framework (2) is provided with support frame (5); The panel layer (4) is spliced by multiple high-strength cement pressure plates (41), the high-strength cement pressure plate (41) is fixed on the keel framework (2) by fixing part, and the splicing seam between adjacent high-strength cement pressure plates (41) is opposite to the surface of the keel framework (2); The inside of the high-strength cement pressure plate (41) is provided with multiple vertical hollow holes (411) that pass through the high-strength cement pressure plate (41), the hollow holes (411) between upper and lower adjacent high-strength cement pressure plates (41) are opposite and communicated one by one, the side of the high-strength cement pressure plate (41) towards the keel framework (2) is provided with grouting hole (413) communicated with the hollow hole (411), and the high-strength cement pressure plate (41) is installed on the keel framework (2), the surface towards upper and the surface towards lower are all provided with grouting channel, and the high-strength cement pressure plate (41) between upper and lower adjacent high-strength cement pressure plates (41) abuts.

2. The trench backfill structure of claim 1, wherein: The side of the high-strength cement pressure plate (41) towards the keel framework (2) is provided with fixed anchor rod (42), and the fixed anchor rod (42) is buried in the inside of the solidification body (6).

3. The trench backfill structure of claim 1, wherein: The metal net (7) is arranged between the keel framework (2) and the panel layer (4).

4. The trench backfill structure of claim 1, wherein: The keel framework (2) includes multiple horizontal keels (21) arranged horizontally, the horizontal keels (21) are arranged at intervals from bottom to top, the horizontal keels (21) are parallel to each other, multiple vertical keels (22) are arranged between adjacent horizontal keels (21) along the length direction of the horizontal keel (21), the top end of the vertical keel (22) is connected with the horizontal keel (21) on the upper layer, the bottom end of the vertical keel (22) is connected with the horizontal keel (21) on the lower layer, and the connecting piece is located at the intersection position of the horizontal keel (21) and the vertical keel (22).

5. A method for constructing a trench backfill structure according to any one of claims 1 to 2, characterized by: The specific steps are as follows: S1, keel framework assembly: assemble the keel according to the design drawing of the keel framework (2); S2, keel framework hoisting: hoist the assembled keel framework (2) into the inside of the foundation pit, and fix the bottom end of the keel framework (2) with the foundation pit bottom plate cushion; S3, keel framework and retaining pile connection: fix the keel framework (2) and the retaining pile (1) together through the connecting rod (3); S4, installation position elastic line: on the surface of the keel framework (2) away from the slope pile (1) side according to the specification of high strength cement pressure plate (41) elastic line, mark the installation position of high strength cement pressure plate (41); S5, high strength cement pressure plate installation: high strength cement pressure plate (41) from one end of the keel framework (2) start, sequentially installed, until the surface of the keel framework (2) is paved; S6, pouring light aggregate concrete: pouring light aggregate concrete between the panel layer (4) and the slope pile (1), pouring should be layered, each time the pouring height is not more than 1.2m, reciprocating pouring, after the light aggregate concrete reaches the final setting, the upper part is poured.

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