Construction method for constructing abutment by using temporary retaining wall under steep slope condition

Abstract

The application discloses a construction method for constructing a bridge abutment by using a temporary retaining wall under a steep slope condition, backfills a soil layer at a bridge abutment construction position to form a flat temporary construction platform for construction equipment such as a drilling machine and a pile machine to perform construction on the surface of the soil layer, and sets a retaining wall below the bridge abutment construction position of a canyon slope, wherein the back side of the retaining wall is the bridge abutment construction position, the bottom of the retaining wall is vertically inserted into the canyon slope, and the back side of the retaining wall provides support force for the soil layer, thereby improving the stability of the soil layer; after the construction of the column and the pile cap of the bridge abutment is completed, the pile cap can support the construction equipment to perform construction, the soil layer is then excavated, and the pouring construction of the main body of the bridge abutment is then performed, thereby improving the safety of the bridge abutment construction. The application has the effects of facilitating the construction of the bridge abutment under the steep slope condition and improving the safety of the bridge abutment construction.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of abutment construction, in particular to a construction method for constructing an abutment by using a temporary retaining wall under steep slope conditions. BACKGROUND

[0002] High mountain and canyon areas are generally high in seismic intensity due to the impact of continental plate collision. The deck-type steel arch bridge has the advantages of beautiful appearance, convenient construction, large structural stiffness, excellent seismic performance, good environmental adaptability, etc. The main arch, as a bearing structure, naturally adapts to the plateau mountain and canyon terrain, and therefore is widely used in the engineering construction of plateau mountain areas.

[0003] The abutment is a building that supports the upper structure of the bridge and connects with the canyon. When a high and deep-cut V-shaped canyon landscape is encountered and the abutment pile foundation construction needs to be carried out at the half-way position of the canyon, it is difficult for the pile machine and other construction equipment to be positioned and complete the pile driving construction on the steep and uneven canyon slope. The abutment construction is difficult and has safety hazards, so there is still room for improvement. SUMMARY

[0004] In order to facilitate the construction of the abutment under steep slope conditions and improve the safety of the abutment construction, the present application provides a construction method for constructing an abutment by using a temporary retaining wall under steep slope conditions.

[0005] The construction method for constructing an abutment by using a temporary retaining wall under steep slope conditions provided by the present application adopts the following technical scheme:

[0006] A construction method for constructing an abutment by using a temporary retaining wall under steep slope conditions, comprising the following steps:

[0007] S1: A retaining wall is arranged below the abutment construction position of the canyon slope, the back side of the retaining wall is the abutment construction position, and the bottom of the retaining wall is vertically inserted into the canyon slope;

[0008] S2: The back side of the retaining wall is backfilled with a soil layer, the surface of the soil layer serves as a temporary construction platform, then a column of the abutment is constructed downward on the surface of the soil layer, the bottom end of the column extends into the canyon slope, the top end of the column extends out of the surface of the soil layer, then a pile cap of the abutment is constructed on the surface of the soil layer, and the column is embedded in the bottom of the pile cap;

[0009] S3: The soil layer is excavated from the abutment construction position, and then the main body of the abutment is poured and constructed.

[0010] By adopting the above technical solution, backfilling soil at the bridge abutment construction site creates a flat temporary construction platform for drilling rigs, pile drivers, and other construction equipment to work on the soil surface. In addition, the retaining wall provides support to the soil layer, which helps improve the stability of the soil layer. After the construction of the bridge abutment columns and piers is completed, the piers can support the construction equipment for construction. Then, the soil layer is excavated, and the main body of the bridge abutment is poured, which helps improve the safety of bridge abutment construction.

[0011] Preferably, in step S1, two sets of abutment walls are constructed on both sides of the retaining wall, and the retaining wall and the two sets of abutment walls form a retaining structure for the soil layer at the surface of the canyon slope.

[0012] By adopting the above technical solution, the retaining wall, the two sets of abutment walls and the surface of the canyon slope constitute the soil layer protection structure, which can stabilize the soil layer at the bridge abutment construction location, reduce the possibility of soil layer collapse, and further improve the stability of the soil layer.

[0013] Preferably, after the retaining wall construction in S1 is completed, it is connected to the back side of the retaining wall with anchor cables, and the end of the anchor cable away from the retaining wall is anchored in the canyon slope.

[0014] By adopting the above technical solution, the anchor cable provides preload to the retaining wall, thereby improving the bearing capacity of the retaining wall and contributing to the stability of the soil layer.

[0015] Preferably, the retaining wall comprises several wall units, which are assembled sequentially from bottom to top to form the retaining wall; in step S3, the soil layers are excavated in layers, and after each layer of soil is excavated, one wall unit is dismantled, and the retaining walls are dismantled in a top-to-bottom order.

[0016] Because the canyon slopes are naturally covered with vegetation, the presence of retaining walls would affect the aesthetics of the canyon slopes and the growth environment of plants and animals. After the bridge abutment construction is completed, the retaining walls need to be dismantled. Currently, the cast-in-place retaining walls need to be dismantled using cutting equipment or crushing machines. Due to the steep and uneven canyon slopes, it is difficult to operate using cutting equipment or crushing machines, and the debris generated by crushing will roll down and damage trees, affecting the canyon's ecological environment. By adopting the above-mentioned technical solution, several wall units are assembled from bottom to top, which not only improves the construction efficiency of the retaining walls, but also facilitates dismantling and removing them in multiple pieces in the later stages of construction. Moreover, the soil layers are also excavated in layers. After each layer of soil is excavated, one wall unit is dismantled. The soil layers can be used as temporary construction platforms, which helps to improve the construction safety during the dismantling of the retaining walls.

[0017] Preferably, the upper surface of the wall unit is provided with a slot, with openings at both ends of the slot, and the lower surface of the wall unit is provided with a locking block that matches the slot. Two adjacent wall units are fixed together by engaging the slot and the locking block.

[0018] By adopting the above technical solution, two adjacent wall units are fixed together by slots and blocks, which facilitates the assembly of the retaining wall.

[0019] Preferably, the ear wall includes several side wall units, which are assembled sequentially from bottom to top to form the ear wall; in S3, the ear walls are dismantled in a top-to-bottom order, and when the soil layer is excavated in layers, a layer of soil is excavated after each side wall unit is dismantled.

[0020] By adopting the above technical solution, a side wall unit is first dismantled, and then the soil layer is excavated. This facilitates the dismantling of the ear wall, while the side wall unit located at the bottom layer can still provide support for the soil layer, which helps to reduce the probability of the soil layer collapsing instantly.

[0021] Preferably, a discharge pipe is provided on the outer side of the ear wall, the discharge pipe is used to collect the soil generated during soil excavation, and the discharge pipe extends to the bottom of the canyon slope.

[0022] By adopting the above technical solution, the soil in the soil layer is excavated from both sides, and the soil can slide directly down to the bottom of the canyon slope under its own gravity, which helps to improve the efficiency of soil unloading and also reduces damage to the vegetation on the canyon slope.

[0023] Preferably, the upper end of the discharge pipe is connected to a funnel, and the upper opening of the funnel extends outward.

[0024] By adopting the above technical solution, the feed inlet of the discharge pipe is increased, which helps to collect most of the excavated soil to the discharge pipe, reduces the probability of some soil sliding off the outside of the discharge pipe, and improves the safety of soil unloading construction.

[0025] In summary, this application includes at least one of the following beneficial technical effects:

[0026] 1. By backfilling the abutment construction site with soil, a flat temporary construction platform is formed, allowing drilling rigs, pile drivers, and other construction equipment to work on the soil surface. In addition, a retaining wall is set up below the abutment construction site on the canyon slope, with the abutment construction site on the back side of the retaining wall. The bottom of the retaining wall is vertically inserted into the canyon slope, and the back side of the retaining wall provides support to the soil layer, which helps to improve the stability of the soil layer. After the abutment columns and piers are constructed, the piers can support the construction equipment for construction. Then the soil layer is excavated, and the main body of the abutment is poured, which helps to improve the safety of the abutment construction.

[0027] 2. By assembling several wall units from bottom to top into a retaining wall, the assembly function of the retaining wall is realized, which improves the construction efficiency of the retaining wall and makes it easy to disassemble and remove the retaining wall in multiple pieces in the later stage of construction. In addition, the soil layers are also excavated in layers. After each layer of soil is excavated, a wall unit is disassembled. The soil layer can be used as a temporary construction platform, which helps to improve the construction safety during the disassembly of the retaining wall.

[0028] 3. By setting up a discharge pipe on the outside of the ear wall to collect the soil produced by the excavation of the soil layer, the soil layer is excavated from both sides. Under its own gravity, the soil can slide directly through the discharge pipe to the bottom of the canyon slope, which helps to improve the efficiency of soil unloading and also reduces damage to the vegetation on the canyon slope. Attached Figure Description

[0029] Figure 1 This is a schematic diagram of the structural distribution of a construction method for building bridge abutments using temporary retaining walls under steep slope conditions, as described in Embodiment 1 of this application.

[0030] Figure 2 This is a schematic diagram showing the positional relationship between the retaining wall and the bridge abutment in a construction method using a temporary retaining wall under steep slope conditions, as described in Embodiment 1 of this application.

[0031] Figure 3 This is a schematic diagram of the structural distribution of a construction method for building bridge abutments using temporary retaining walls under steep slope conditions, as described in Example 2 of the application.

[0032] Figure 4 This is a schematic diagram showing the positional relationship between the retaining wall and the bridge abutment in a construction method using a temporary retaining wall under steep slope conditions, as described in Embodiment 2 of this application.

[0033] Explanation of reference numerals in the attached drawings: 1. Foundation; 2. Column; 3. Soil layer; 4. Retaining wall; 41. Side wall unit; 5. Abutment wall; 51. Wall unit; 6. Canyon slope; 61. Construction position; 7. Discharge pipe; 71. Funnel; 8. Anchor cable; 9. Groove; 10. Block; 11. Anchor bar. Detailed Implementation

[0034] The following is in conjunction with the appendix Figures 1-4 This application will be described in further detail.

[0035] Example 1

[0036] Embodiment 1 of this application discloses a construction method for bridge abutments using temporary retaining walls under steep slope conditions. (Refer to...) Figure 1 and Figure 2 This includes the following steps:

[0037] S1: Construct a retaining wall 4 and two side walls 5 on either side of the bridge abutment construction site 61 on the canyon slope 6. The back side of the retaining wall 4 faces the bridge abutment construction site 61, and the bottom of the retaining wall 4 is vertically inserted into the canyon slope 6. The horizontal distance between the back side of the retaining wall 4 and the bridge abutment construction site 61 is 4900mm, and the length of the retaining wall 4 is 22930mm. The retaining wall 4 and the two sets of side walls 5 form the retaining structure of the soil layer 3 at the surface of the canyon slope 6.

[0038] In this embodiment, both the retaining wall 4 and the abutment wall 5 are cast on site. First, the construction workers chisel out the construction trench 62 of the retaining wall 4 on the canyon slope 6. Then, they erect the casting templates for the retaining wall 4 and the abutment wall 5 outside the construction trench 62. The retaining wall 4 and the abutment wall 5 are cast together.

[0039] Two rows of anchor bars 11 with a diameter of 32mm are installed at the bottom width of retaining wall 4, with a spacing of 300mm. Several anchor bars 11 are spaced 500mm apart along the length of retaining wall 4. The anchor bar 11 is anchored into the bottom of retaining wall 4 for 0.8m and into the rock surface of canyon slope 6 for 2m.

[0040] The main reinforcement of the abutment wall 5 extends into the retaining wall 4 and is tied to the main reinforcement of the retaining wall 4 to improve the connection stability between the retaining wall 4 and the abutment wall 5.

[0041] During the construction of retaining wall 4 in S1, several anchor cables 8 are connected to the back side of retaining wall 4, with the end of the anchor cable 8 furthest from retaining wall 4 anchored within the canyon slope 6. The anchor cables 8 provide preload to retaining wall 4, thereby improving the bearing capacity of retaining wall 4 and contributing to the stability of soil layer 3.

[0042] S2: Backfill soil layer 3 in the area enclosed by the back side of retaining wall 4 and ear wall 5. Soil layer 3 slopes towards ear wall 5 and retaining wall 4, and the surface of soil layer 3 serves as a temporary construction platform. Then, drive the rock drilling equipment into the temporary construction platform and drill a construction position 61 on the rock surface of the canyon slope 6. The surface of construction position 61 is at the same height as the surface of soil layer 3. The opening of construction position 61 allows the leveled rock surface of the canyon slope 6 and soil layer 3 to jointly serve as a temporary construction platform, thereby widening the temporary construction platform, providing construction space for the construction equipment, and reducing the amount of soil layer 3 backfilled.

[0043] Then, the drilling rig, excavator, and grouting equipment are moved to the surface of the soil layer 3, which serves as a temporary construction platform. The bridge abutment column 2 is constructed on the surface of the soil layer 3 and the construction position 61 on the rock surface of the canyon slope 6. The column 2 is constructed downwards, with its bottom extending into the canyon slope 6 and its top extending out of the surface of the soil layer 3 and the construction position 61. Then, the abutment 1 is constructed on the surface of the soil layer 3. The abutment 1 spans the construction position 61 on the rock surface of the canyon slope 6 and the surface of the soil layer 3. The column 2 is buried at the bottom of the abutment 1.

[0044] S3: Then excavate soil layer 3. The abutment 1 can be used as a construction platform for the excavator. Excavation is carried out from the side of soil layer 3. After the excavation is completed, the retaining wall 4 and the abutment wall 5 are cut off with cutting equipment. Then the main body of the bridge abutment is poured, and the exposed column 2 is buried in the main body of the bridge abutment.

[0045] The difference between Example 2 and Example 1 is that:

[0046] Reference Figure 3 and Figure 4 In Example 2, both the retaining wall 4 and the ear wall 5 are assembled using a prefabricated method.

[0047] In this embodiment, the retaining wall 4 includes several wall units 51, which are assembled sequentially from bottom to top to form the retaining wall 4. The upper surface of the wall unit 51 is provided with a slot 9, which is open at both ends. The lower surface of the wall unit 51 is provided with a locking block 10 that matches the slot 9. Two adjacent wall units 51 are fixed together by engaging the slot 9 and the locking block 10.

[0048] Before installing the retaining wall 4 and the abutment wall 5, the construction workers first chisel out the construction slots 62 for the retaining wall 4 and the abutment wall 5 on the canyon slope 6. The bottom wall unit 51 of the retaining wall 4 is inserted into the construction slot 62 of the retaining wall 4, and then the wall unit 51 is assembled from bottom to top to form the retaining wall 4.

[0049] Several anchor cables 8 are connected to the back side of the retaining wall 4, with the end of the anchor cable 8 away from the retaining wall 4 anchored in the canyon slope 6. Each wall unit 51 corresponds to two anchor cables 8, which provide preload to the retaining wall 4, thereby improving the bearing capacity of the retaining wall 4 and contributing to the stability of the soil layer 3.

[0050] The abutment wall 5 comprises several side wall units 41, which are assembled sequentially from bottom to top to form the abutment wall 5. The abutment wall 5 is assembled in the same way as the retaining wall 4; adjacent side wall units 41 are fixed by engaging with slots 9 and blocks 10. The side wall units 41 are then assembled from bottom to top to form the abutment wall 5, with the ends of each side wall unit 41 inserted into the construction slots 62 of the retaining wall 4. Each side wall unit 41 has a through-hole along its thickness direction, located near the wall unit 51. The end of the wall unit 51 has a threaded hole. Once both the wall unit 51 and the side wall unit 41 are in place, the through-hole aligns with the threaded hole, and the side wall unit 41 is fixed to the wall unit 51 with bolts.

[0051] In embodiment 2, a discharge pipe 7 is provided on the outer side of the ear wall 5. The discharge pipe 7 is closely attached to the outer side of the ear wall 5 and is fixed to the ear wall 5 with bolts. The discharge pipe 7 is used to collect the soil generated during the excavation of the soil layer 3. The upper end of the discharge pipe 7 is connected to a funnel 71. The upper opening of the funnel 71 is outwardly flared, which increases the feed inlet of the discharge pipe 7 and facilitates the collection of most of the excavated soil to the discharge pipe 7. The lower end of the discharge pipe 7 extends to the bottom of the canyon slope 6 to guide the soil to the bottom of the canyon slope 6.

[0052] During the excavation of soil layer 3, the bolts of the side wall unit 41 and the wall unit 51 are first released. Then, the side wall unit 41 at the top is horizontally removed to dismantle the top side wall unit 41. Next, workers, in conjunction with an excavator, excavate soil layer 3. By excavating from both sides of soil layer 3, the soil can slide directly down the discharge pipe 7 to the bottom of the canyon slope 6 under its own weight, which improves the efficiency of soil unloading and also reduces damage to vegetation on the canyon slope 6.

[0053] After excavating one layer of soil 3, the anchor cable 8 at the top wall unit 51 is cut, and then the top wall unit 51 is laterally slid to remove it. The bottom wall unit 51 and the side wall unit 41 can still provide support for the soil layer 3, which helps to reduce the probability of the soil layer 3 collapsing instantly.

[0054] The above are all preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A construction method for bridge abutments using temporary retaining walls under steep slope conditions, characterized in that, Includes the following steps: S1: A retaining wall (4) is set below the bridge abutment construction position (61) on the canyon slope (6). The back side of the retaining wall (4) is the bridge abutment construction position (61), and the bottom of the retaining wall (4) is vertically inserted into the canyon slope (6). S2: Backfill soil layer (3) on the back side of retaining wall (4), the surface of soil layer (3) serves as a temporary construction platform, and then construct the bridge abutment column (2) downward on the surface of soil layer (3). The bottom end of column (2) extends into the canyon slope (6), and the top of column (2) extends out of the surface of soil layer (3). Then construct the bridge abutment foundation (1) on the surface of soil layer (3), and the column (2) is buried at the bottom of foundation (1). S3: Excavate the soil layer (3) from the bridge abutment construction location (61) and then carry out the main body pouring construction of the bridge abutment.

2. The construction method for bridge abutments using temporary retaining walls under steep slope conditions according to claim 1, characterized in that: In S1, two sets of ear walls (5) are constructed on both sides of the retaining wall (4), and the retaining wall (4) and the two sets of ear walls (5) form a retaining structure of soil layer (3) on the surface of the canyon slope (6).

3. The construction method for bridge abutments using temporary retaining walls under steep slope conditions according to claim 1, characterized in that: When constructing the retaining wall (4) of S1, the back side of the retaining wall (4) is connected with the anchor cable (8), and the end of the anchor cable (8) away from the retaining wall (4) is anchored in the canyon slope (6).

4. The construction method for bridge abutments using temporary retaining walls under steep slope conditions according to claim 3, characterized in that: The retaining wall (4) includes several wall units (51), which are assembled from bottom to top to form the retaining wall (4); in S3, the soil layer (3) is excavated in layers, and after each layer of soil layer (3) is excavated, a wall unit (51) is dismantled. The retaining walls (4) are dismantled in a top-to-bottom order.

5. A construction method for constructing bridge abutments using temporary retaining walls under steep slope conditions, as described in claim 4, characterized in that: The upper surface of the wall unit (51) is provided with a slot (9) with openings at both ends. The lower surface of the wall unit (51) is provided with a locking block (10) that is compatible with the slot (9). Two adjacent wall units (51) are fixed by engaging the slot (9) and the locking block (10).

6. The construction method for bridge abutments using temporary retaining walls under steep slope conditions according to claim 2, characterized in that: The ear wall (5) includes several side wall units (41), and the several side wall units (41) are assembled from bottom to top to form the ear wall (5); in S3, the several ear walls (5) are dismantled in a top-to-bottom order. When the soil layer (3) is excavated in layers, after each side wall unit (41) is dismantled, a layer of soil layer (3) is excavated.

7. A construction method for bridge abutments using temporary retaining walls under steep slope conditions, as described in claim 6, is characterized in that: A discharge pipe (7) is provided on the outside of the ear wall (5). The discharge pipe (7) is used to collect the soil generated by the excavation of the soil layer (3). The discharge pipe (7) extends to the bottom of the canyon slope (6).

8. A construction method for bridge abutments using temporary retaining walls under steep slope conditions, as described in claim 7, characterized in that: The upper end of the discharge pipe (7) is connected to a funnel (71), and the upper opening of the funnel (71) extends outward.

Images