CN113605367B - A construction method for an underground continuous wall spanning an existing utility gallery - Google Patents

Abstract

A construction method for an underground continuous wall spanning an existing pipe gallery, the construction method comprising the following steps: excavating the area around the existing pipe gallery, and passing a traction rope under the existing pipe gallery; sliding the traction rope Connect the ground to the first reinforcement cage, and connect the end of the traction rope to the second reinforcement cage; lower the first reinforcement cage to one side of the existing pipe gallery and fix it; lower the second reinforcement cage to the side of the existing pipe gallery On the other side; pull the traction rope so that the second reinforcement cage moves towards the direction of the first reinforcement cage until the second reinforcement cage moves to the preset position under the existing pipe gallery; pour concrete into the excavated area. The construction method in the embodiment of the present invention achieves the purpose of setting the reinforcement cage under the existing pipe gallery so that the underground diaphragm wall can span the existing pipe gallery, avoiding relocation or demolition of the existing pipe gallery, and saving construction costs. Moreover, the construction method is simple and convenient to operate, easy to control the construction quality, and has low material cost.

Description

A construction method for an underground continuous wall spanning an existing utility gallery

technical field

The invention relates to the technical field of civil construction, in particular to a construction method for an underground continuous wall spanning an existing pipe gallery.

Background technique

The underground diaphragm wall refers to the continuous wall built below the ground for the purposes of water interception, seepage prevention, soil retaining, and load bearing. The underground diaphragm wall is suitable for various types of soil layers and has been widely used in modern civil engineering.

In modern urban construction, various pipelines are generally buried in pipe galleries.

Existing pipe corridors are often unable to be relocated due to lack of surrounding relocation space, high safety risks of relocation, and high economic costs. In the process of building the underground diaphragm wall, the construction of the underground diaphragm wall can only be carried out at the same time under the premise of protecting the pipe gallery in situ.

Due to the shelter of the pipe gallery, it often causes great difficulties to the construction of the underground diaphragm wall.

Contents of the invention

In view of this, the embodiment of the present application expects to provide a construction method that enables the construction of the underground diaphragm wall to span the existing utility corridor.

In order to achieve the above object, the present invention provides a construction method spanning the underground continuous wall of the existing utility gallery, the construction method comprising the following steps:

Excavating the area around the existing pipe gallery, and passing the traction rope under the existing pipe gallery;

slidingly connecting the traction rope to the first reinforcement cage, and connecting the end of the traction rope to the second reinforcement cage;

Lower the first reinforcement cage to one side of the existing pipe gallery and fix it;

Lowering the second reinforcement cage to the other side of the existing pipe gallery;

pulling the traction rope so that the second reinforcement cage moves toward the first reinforcement cage until the second reinforcement cage moves to a preset position below the existing pipe gallery;

Pour concrete into the excavated area.

In some embodiments, the excavation of the area around the existing pipe gallery, and passing the traction rope under the existing pipe gallery includes:

Excavate to the first depth at the existing pipe gallery, pass the traction rope under the existing pipe gallery, and pull both ends of the traction rope to the ground; continue to excavate to the preset depth.

In some embodiments, the slidingly connecting the traction rope with the first reinforcement cage includes:

Fix the I-beam vertically on the side of the first reinforcement cage facing the existing pipe gallery, set the fixed pulley on the I-beam and attach the traction rope to the fixed on the circumferential surface of the pulley.

In some embodiments, the fixing of the I-beam vertically on the side of the first reinforcement cage facing the existing pipe gallery includes:

Embedding the first reinforcement cage into the first slot on one side of the I-beam.

In some embodiments, the fixed pulley is arranged on the I-beam and the traction rope is attached to the circumferential surface of the fixed pulley, including:

setting the fixed pulley in the second slot on the side of the I-beam away from the first reinforcement cage, guiding the traction rope through the gap between the fixed pulley and the I-beam, and Make the traction rope stick to the fixed pulley and pass through the I-beam through the opening of the second slot.

In some embodiments, the connecting the end of the traction rope to the second reinforcing cage comprises:

The number of the traction ropes is multiple, wherein, the two traction ropes are respectively connected to the top side and the bottom side of the second reinforcement cage towards the side of the existing pipe gallery; and/or, the The two traction ropes are respectively connected to the left side and the right side of the second reinforcement cage along the extending direction of the underground continuous wall.

In some embodiments, the lowering of the first reinforcement cage to one side of the existing pipe gallery and fixing it includes:

Embed the first reinforcement cage into the I-beam slot of the pre-installed reinforcement cage along the extension direction of the underground continuous wall away from the existing pipe gallery, and then pour concrete to make the The first reinforcement cage is fixed to the front reinforcement cage.

In some embodiments, before the step of lowering the second reinforcement cage to the other side of the existing pipe gallery, the construction method further includes:

A backing plate is arranged on the bottom of the second reinforcement cage.

In some embodiments, the preset position is:

When the second reinforcement cage is embedded into the second slot of the I-beam on the first reinforcement cage, the second reinforcement cage reaches a preset position.

In some embodiments, the dimension of the second reinforcement cage along the extension direction of the underground continuous wall is larger than the width of the existing pipe gallery.

The construction method in the embodiment of the present invention achieves the purpose of setting the reinforcement cage under the existing pipe gallery so that the underground continuous wall can span the existing pipe gallery, avoiding relocation or demolition of the existing pipe gallery, and saving construction costs. Moreover, the construction method is simple and convenient to operate, easy to control the construction quality, and has low material cost.

Description of drawings

Fig. 1 is the flow chart of the construction method in an embodiment of the present invention;

Fig. 2 is in the construction method in one embodiment of the present invention, the cross-section schematic diagram after the first reinforcement cage and the second reinforcement cage are lowered to the area of excavation;

Fig. 3 is a partial cross-sectional schematic view of each member in Fig. 2 under another viewing angle;

Fig. 4 is a schematic cross-sectional view of the second reinforcement cage moved to a preset position under the existing pipe gallery in an embodiment of the present invention.

Explanation of reference signs

The first reinforcement cage 10; the second reinforcement cage 20; the traction rope 30; the I-beam 40; the first slot 41; the second slot 42; the fixed pulley 50;

Detailed ways

It should be noted that, in the case of no conflict, the embodiments in the application and the technical features in the embodiments can be combined with each other. Undue Limitation of This Application.

In the description of this application, the orientation or positional relationship of "upper", "lower", "top", "bottom", "vertical direction", "extension direction of underground continuous wall" is based on the orientation shown in Figure 2 Or positional relationship, "left", "right" orientation or positional relationship is based on the orientation or positional relationship shown in Figure 3, it should be understood that these orientation terms are only for the convenience of describing the application and simplifying the description, rather than indicating Or imply that the device or element referred to must have a specific orientation, be constructed and operate in a specific orientation, and therefore should not be construed as limiting the application.

The embodiment of the present invention provides a construction method for the underground diaphragm wall spanning the existing pipe gallery 70, referring to Fig. 1, the construction method includes the following steps:

S1: excavate the area around the existing pipe gallery 70, and pass the traction rope 30 under the existing pipe gallery 70.

Pass the traction rope 30 under the existing pipe gallery 70 first, avoiding that the traction rope 30 and the components connected to it cannot pass through due to the obstruction of the existing pipe gallery 70 after the traction rope 30 is connected to other components There is a problem below the pipe gallery 70.

It can be understood that the pulling rope 30 can be a steel cable with certain strength and flexibility.

S2: Connect the traction rope 30 to the first reinforcement cage 10 in a sliding manner, and connect the end of the traction rope 30 to the second reinforcement cage 20 . To make the traction rope 30 realize the purpose of being able to pull the second reinforcement cage 20 to move.

S3: Lower the first reinforcement cage 10 to one side of the existing pipe gallery 70 and fix it. The first reinforcement cage 10 is prefabricated on the ground 80 , which avoids the problems of narrow space and obstruction of support structures in the excavated area. The first reinforcement cage 10 can be lifted from the ground 80 in the vertical direction to enter the excavated area located on one side of the existing pipe gallery 70 . The steps are simple and easy for the staff to operate. After the first reinforcement cage 10 is fixed, the position of the first reinforcement cage 10 relative to the ground 80 is fixed.

S4: Lower the second reinforcement cage 20 to the other side of the existing pipe gallery 70 . The second reinforcement cage 20 is prefabricated on the ground 80, which avoids the problems of narrow space and obstruction of supporting structures in the excavated area. The second reinforcement cage 20 can be lifted from the ground 80 in the vertical direction to enter the excavated area on the other side of the existing pipe gallery 70. The steps are simple and easy for the staff to operate.

S5: pulling the traction rope 30 so that the second reinforcement cage 20 moves toward the first reinforcement cage 10 until the second reinforcement cage 20 moves to a preset position under the existing pipe gallery 70 . This enables the second reinforcement cage 20 to enter the space below the existing pipe gallery 70 .

The second reinforcement cage 20 is dragged by pulling to move, the first reinforcement cage 10 is used to provide reaction force support, and the feature that the traction rope 30 can be bent is utilized to change the extension of the traction rope 30 by bending the traction rope 30 Direction, so that the traction device for pulling the traction rope 30 can be arranged on the ground 80, which is convenient for the arrangement of the traction device. The staff can judge the movement of the second reinforcement cage 20 through the tension state of the traction rope 30, which is convenient for monitoring the entire traction process. And if the second reinforcement cage 20 is moved by means of pushing, the pushing device for pushing needs to be arranged in the area of excavation. Because the depth of the area of excavation is deep, it is difficult for the staff to directly observe whether the pushing device is compatible with the first The contact between the two reinforcement cages 20 makes it inconvenient for staff to grasp the actual movement of the second reinforcement cage 20, which brings risks to the entire traction process.

S6: Pour concrete into the excavated area. After the concrete is set, the first reinforcement cage 10 and the second reinforcement cage 20 jointly form a part of the underground continuous wall, thereby achieving the purpose of the underground continuous wall spanning the existing pipe gallery 70 .

The construction method in the embodiment of the present invention achieves the purpose of setting the reinforcement cage under the existing pipe gallery 70 so that the underground continuous wall can span the existing pipe gallery 70, avoiding relocation or demolition of the existing pipe gallery 70, and saving Construction costs. The construction method in the embodiment of the present invention is simple and convenient to operate, easy to control the construction quality, and low in material cost.

It can be understood that, before step S3, the excavated area needs to be excavated to the preset depth of the underground continuous wall, so that after the first reinforcement cage 10 and the second reinforcement cage 20 are lowered to the excavated area, the Design depth requirements.

For example, in some embodiments, step S1 includes: excavating to the first depth at the existing pipe gallery 70, passing the traction rope 30 under the existing pipe gallery 70, and pulling both ends of the traction rope 30 To the ground 80; continue to excavate to the preset depth. The soil layer at the first depth position near the existing pipe gallery 70 is excavated to form a passageway (not shown) with both ends connected to the ground 80 under the existing pipe gallery 70, and one end of the guide rope 30 is guided from One end of the passageway enters and passes through the other end, so that both ends of the traction rope 30 are located above the ground 80 , and part of the traction rope 30 is located below the existing pipe gallery 70 .

The first depth is less than the preset depth of the underground diaphragm wall construction. Therefore, when guiding the traction rope 30 to pass under the existing pipe gallery 70 at the first depth, the probability of soil collapse and collapse is low, and the safety factor of the operation of the staff is low. high.

If the follow-up excavation reaches the design construction depth of the underground diaphragm wall, then the above-mentioned guide and traction rope 30 operation is carried out. Since the preset depth is relatively deep, the drop between the preset depth and the bottom of the existing pipe gallery 70 is large, which is inconvenient for staff to operate.

It can be understood that, due to the relatively deep preset depth, support structures need to be provided in the excavated area to reduce the probability of the inner wall soil layer collapsing and collapsing. There is no limit to the way of setting up the support structure. For example, mud can be injected to exert pressure on the inner wall of the excavated area to reduce the possibility of soil collapse. Moreover, the cost of using mud retaining wall is lower and the construction period is shorter.

It can be understood that after the mud is injected into the excavated area, it is difficult for the staff to enter the excavated area to carry out construction operations. Therefore, the traction rope 30 passes under the existing pipe gallery 70 at the first depth. The ground 80 prefabricated the first reinforcement cage 10 and the second reinforcement cage 20, and the aforementioned construction steps such as connecting the traction rope 30 with the first reinforcement cage 10 and the second reinforcement cage 20 on the ground 80 were set before the S3 step to effectively reduce the impact of the mud on the ground. Negative effects of construction.

It can be understood that a guide is provided on the first reinforcement cage 10, on the one hand, the sliding direction of the traction rope 30 can be changed through the guide, and on the other hand, direct friction between the traction rope 30 and the first reinforcement cage 10 can be avoided. , reduce the friction force on the surface of the traction rope 30, and reduce the possibility that the traction rope 30 should be worn and broken during the sliding process. The specific structure of the guide is not limited, as long as the extension direction of the traction rope 30 located below the existing pipe gallery 70 is horizontal.

In some embodiments, referring to FIG. 2 , connecting the traction rope 30 to the first reinforcement cage 10 in a sliding manner includes: fixing the I-beam 40 on a side of the first reinforcement cage 10 facing the existing pipe gallery 70 along the vertical direction; On the side, the fixed pulley 50 is arranged on the I-beam 40 and the traction rope 30 is attached to the circumferential surface of the fixed pulley 50 . The I-beam 40 provides an installation location for the fixed pulley 50, so that the fixed pulley 50 does not need to be directly installed on the first reinforcement cage 10, which reduces the problem of the tension caused by the reinforcement on the first reinforcement cage 10 when the subsequent traction rope 30 pulls the second reinforcement cage 20. The possibility of steel bar deformation or even the collapse of the first steel cage 10 due to direct stress improves the construction quality of the underground diaphragm wall. Using the fixed pulley 50 as a guide, while changing the extension direction of the traction rope 30 , the frictional force is effectively reduced through the relative rolling between the fixed pulley 50 and the traction rope 30 .

The I-beam 40 and the fixed pulley 50 are commonly used components in engineering, and have the advantages of low purchase cost and easy operation.

It can be understood that the circumferential surface of the fixed pulley 50 is provided with a wire groove extending in the circumferential direction, and the traction rope 30 is clamped in the wire groove. The inner wall of the wire groove can limit the traction rope 30 in the axial direction of the fixed pulley 50, reducing the probability that the traction rope 30 will slip along the axial direction of the fixed pulley 50, so that the pull of the traction rope 30 to the second reinforcement cage 20 The direction is kept fixed to improve the efficiency of pulling the second reinforcement cage 20 .

It can be understood that the I-beam 40 and the first reinforcement cage 10 are fixedly connected on the ground 80 and then lowered together into the excavated area. The fixed connection method adopted is not limited, for example, welding and the like.

It can be understood that the arrangement between the I-beam 40 and the first reinforcement cage 10 can be optimized, so as to improve the connection strength after pouring concrete.

In some embodiments, referring to FIG. 2 and FIG. 3 , fixing the I-beam 40 vertically on the side of the first reinforcement cage 10 facing the existing pipe gallery 70 includes: embedding the first reinforcement cage 10 into the working In the first slot 41 on one side of the steel beam 40 . After pouring concrete into the excavated area, the inner walls of the three directions corresponding to the first slot 41 are all in contact with the reinforced concrete structure formed after the first reinforcement cage 10 is poured, thereby increasing the contact area and improving the connection. strength.

It can be understood that, after the first reinforcement cage 10 is inserted into the first slot 41, the left and right sides of the first reinforcement cage 10 are respectively abutted against the left and right side walls corresponding to the first slot 41, thereby improving the height of the first reinforcement cage 10. The stability of the connection with the I-beam 40 reduces the probability that the first reinforcement cage 10 will come out of the first slot 41 during subsequent operations.

It can be understood that the arrangement position of the fixed pulley 50 on the I-beam 40 and the threading method of the traction rope 30 directly affect the workload and construction quality of subsequent operations.

In some embodiments, referring to Fig. 2 and Fig. 3, setting the fixed pulley 50 on the I-beam 40 and fitting the traction rope 30 on the circumferential surface of the fixed pulley 50 includes: setting the fixed pulley 50 on the working In the second slot 42 on the side of the beam 40 away from the first reinforcement cage 10, the traction rope 30 is guided to pass through the gap between the fixed pulley 50 and the I-beam 40, and the traction rope 30 is attached to the fixed pulley 50 And the I-beam 40 is passed through the opening of the second slot 42 . The traction rope 30 can be connected to the second reinforcement cage 20 after passing through the opening of the second slot 42 .

It can be understood that the fixed pulley 50 can be arranged in the first slot 41 on the side facing the first reinforcement cage 10, or the fixed pulley 50 can be arranged in the second slot 42 on the side away from the first reinforcement cage 10 . Therefore, the space in the first slot 41 or the second slot 42 is fully utilized, so that the size of the structure formed by the fixed pulley 50 and the I-beam 40 is compact.

The fixed pulley 50 is arranged in the first slot 41, and a wire hole is opened on the connecting rib (not shown in the figure) of the I-beam 40, so that the traction rope 30 can pass through the wire hole and the second reinforcement cage 20 connect. On the one hand, opening additional wire holes requires additional manufacturing steps and prolongs man-hours. On the other hand, after the first reinforcement cage 10 and the I-beam 40 are lowered to the excavated area, since the fixed pulley 50 is on the same side as the first reinforcement cage 10, it is impossible to pour concrete at the position of the first reinforcement cage 10, In order to prevent the fixed pulley 50 from being unable to rotate after pouring, the pouring must be carried out after the second reinforcement cage 20 reaches the preset position, so that the separation between the I-beam 40 and the first reinforcement cage 10 is likely to occur during the traction process of the traction rope 30 .

Therefore, in some embodiments, referring to FIGS. 2 and 3 , the fixed pulley 50 is disposed in the second slot 42 . After the first reinforcement cage 10 and the I-beam 40 are lowered to the excavated area, concrete can be poured to the position of the first reinforcement cage 10 first, so that the connection between the I-beam 40 and the first reinforcement cage 10 is firmer, improving To ensure the stability of the traction rope 30 in the process of pulling the second reinforcement cage 20, at the same time, the connecting bars of the I-beam 40 do not need to offer wire holes, so that the poured concrete cannot move from the I-beam 40 to the first reinforcement cage 10. One side overflows to the side of the I-beam 40 facing the second reinforcement cage 20 through the wire hole.

It can be understood that the specific connection method between the end of the traction rope 30 and the second reinforcement cage 20 is not limited, for example, the end of the traction rope 30 is bound to the steel bars on the second reinforcement cage 20; The end is welded on the reinforcement of the second reinforcement cage 20; or, the end of the traction rope 30 is connected with the reinforcement of the second reinforcement cage 20 through a fixing fixture.

It can be understood that the number of traction ropes 30 can be multiple, so as to reduce the load that each traction rope 30 bears during the process of dragging the second reinforcement cage 20 , and reduce the possibility of the traction rope 30 breaking. At the same time, the stress on the second reinforcement cage 20 is more distributed, reducing the probability of deformation of the reinforcement bars on the second reinforcement cage 20 due to concentrated stress.

It should be noted that a plurality of traction ropes 30 means that the number of traction ropes 30 is two or more.

It can be understood that the connection position between the traction rope 30 and the second steel cage 20 is optimized so that the force on the steel cage is uniform during the traction process.

In some embodiments, referring to FIG. 2 , connecting the end of the traction rope 30 to the second reinforcement cage 20 includes: connecting the two traction ropes 30 to the sides of the second reinforcement cage 20 facing the existing pipe gallery 70 ; top and bottom sides. The stress on the top side and the bottom side of the second steel cage 20 is uniform during the moving process, which reduces the possibility of the second steel cage 20 being overturned or overturned when moving.

In some embodiments, referring to FIG. 2 , connecting the end of the traction rope 30 to the second reinforcement cage 20 includes: connecting two traction ropes 30 to the left side of the extension direction of the second reinforcement cage 20 along the underground continuous wall. side and right side. The left and right sides of the second reinforcement cage 20 are evenly stressed during the movement process, reducing the probability of the second reinforcement cage 20 being stuck in the excavated area due to deflection during the movement process, so that the second reinforcement cage 20 20's movement remains smooth.

It can be understood that the top side, the bottom side, the left side and the right side of the second reinforcement cage 20 can be connected to the traction rope 30 at the same time, and a plurality of traction ropes 30 can be arranged at intervals from top to bottom and from left to right, so as to Further disperse the traction force and improve the stability of the steel cage movement.

It can be understood that a plurality of traction ropes 30 can be jointly arranged on the same fixed pulley 50 . It is also possible that each traction rope 30 is separately arranged on a fixed pulley 50 to separate the traction ropes 30 and reduce the probability of entanglement between the traction ropes 30 .

It can be understood that the installation position of the fixed pulley 50 on the I-beam 40 is optimized so that the extension direction of the traction rope 30 located below the existing pipe gallery 70 is parallel to the moving direction of the second reinforcement cage 20, thereby improving the traction efficiency .

It can be understood that the underground diaphragm wall is composed of multiple sections of reinforcement cages, and the first reinforcement cage 10 is connected with the preceding reinforcement cages to finally form a continuous underground diaphragm wall. For example, after the first reinforcement cage 10 is in the area of excavation, the reinforcement of the first reinforcement cage 10 is fixedly connected with the reinforcement of the front reinforcement cage; The cage is fixedly connected.

In some embodiments, step S3 includes: embed the first reinforcement cage 10 along the extending direction of the underground continuous wall on the side away from the existing pipe gallery 70 into the I-beam 40 of the pre-installed reinforcement cage that has been laid out and slotted (not shown in the figure), concrete is poured again to fix the first reinforcement cage 10 and the front reinforcement cage. The slotting of the I-beam 40 of the front reinforcement cage constrains the position of the first reinforcement cage 10, so that the first reinforcement cage 10 can move along the slotting extension direction of the I-beam 40 of the front reinforcement cage during the lowering process, reducing The displacement of the first reinforcement cage 10 during lowering is eliminated, and the underground continuous wall is guaranteed to extend along the design direction.

It can be understood that the slotted size of the I-beam 40 of the front reinforcement cage is larger than the width of the side of the first reinforcement cage 10 away from the existing pipe gallery 70, so that the first reinforcement cage 10 is embedded in the work of the front reinforcement cage. In the slotting of the word steel 40, the first reinforcement cage 10 is moved smoothly during the lowering process.

It can be understood that the bottom of the excavated area is the soil layer, which is soft and has low bearing capacity. After the second reinforcing cage 20 is lowered, the reinforcing bars are easily trapped in the soil layer, which increases the resistance suffered when the second reinforcing cage 20 moves, and also increases the load on the traction rope 30, which increases the fracture of the traction rope 30. Or the risk of deformation of the reinforcing bars of the second reinforcing cage 20 . Therefore, an auxiliary structure needs to be provided to reduce the contact between the second reinforcement cage 20 and the soil layer.

In some embodiments, referring to FIG. 2 , before step S4 , it includes: disposing the backing plate 60 on the bottom of the second reinforcement cage 20 . The backing plate 60 separates the soil layer from at least part of the second reinforcement cage 20, thereby reducing the friction between the second reinforcement cage 20 and the soil layer. At the same time, the contact area is increased, the pressure on the soil layer is reduced, the depth at which the second reinforcement cage 20 sinks into the soil layer is reduced, and the resistance of the soil layer to the movement of the second reinforcement cage 20 is reduced.

In some embodiments, the projection of the second reinforcement cage 20 along the vertical direction is within the projection range of the backing plate 60 . The second reinforcement cage 20 is completely separated from the bottom soil layer of the excavated area.

It can be understood that, the side of the backing plate 60 facing the first reinforcement cage 10 is bent upwards in the vertical direction to form a guiding edge. The guide flanging can reduce the resistance of the protruding soil layer at the bottom of the excavated area to the movement of the second reinforcement cage 20 when the traction rope 30 is pulling the second reinforcement cage 20 to move, so that the traction rope 30 pulls the second reinforcement cage 20 to move. The process is smoother.

The backing plate 60 can be made of a steel plate with a certain thickness, and its structure is reduced and the cost is low.

It can be understood that, after the second reinforcement cage 20 moves to the preset position, a limiting structure may be provided to reduce the probability of the second reinforcement cage 20 leaving the preset position.

In some embodiments, referring to FIG. 4 , the preset position is: when the second reinforcement cage 20 is embedded in the second slot 42 of the I-beam 40 on the first reinforcement cage 10 , the second reinforcement cage 20 reaches the preset position. Location. Through the second slot 42, the displacement of the second reinforcement cage 20 is limited, and the possibility of the second reinforcement cage 20 deviating from the preset position under the push of the flowing concrete is reduced during the subsequent pouring of concrete.

It can be understood that the width dimension of the second slot 42 is greater than the width dimension of the second reinforcement cage 20 facing the first reinforcement cage 10, so that the second reinforcement cage 20 is embedded in the second slot 42, so that the second reinforcement cage 20 moves smoothly during embedding.

It can be understood that the height of the second reinforcement cage 20 in the vertical direction is smaller than the distance between the bottom of the excavated area and the bottom of the existing pipe gallery 70, so as to prevent the second reinforcement cage 20 from colliding with the existing pipe gallery 70 during the movement. There are cases where the pipe gallery 70 abuts and cannot move below the existing pipe gallery 70 .

In some embodiments, the dimension of the second reinforcement cage 20 along the extension direction of the underground continuous wall is greater than the width of the existing pipe gallery 70 . This makes the second steel cage 20 achieve the purpose of spanning under the existing pipe gallery 70 .

It can be understood that, before step S4, an I-beam 40 can be installed on the side of the second reinforcement cage 20 away from the first reinforcement cage 10, so as to be connected with the subsequent lowering reinforcement cage, thereby finally forming a continuous spanning existing The underground continuous wall of the pipe gallery 70.

It can be understood that, before step S6, the traction rope 30 is recovered, or the traction rope 30 is cut off on the ground 80 . The remaining traction ropes 30 and fixed pulleys 50 located in the excavated area are enclosed in the subsequent poured concrete, which simplifies the construction steps without affecting the construction quality.

It can be understood that the first end of the traction rope 30 located on the ground 80 is connected to the crane, or wound on the winch connected to the driving device, so as to achieve the purpose of pulling the traction rope 30 and then pulling the second reinforcement cage 20 .

The various embodiments/implementations provided in this application can be combined with each other if no contradiction arises.

The above are only preferred embodiments of the present application, and are not intended to limit the present application. For those skilled in the art, there may be various modifications and changes in the present application. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principles of this application shall be included within the protection scope of this application.

Claims (9)

1. A construction method of an underground continuous wall spanning an existing pipe gallery is characterized by comprising the following steps:

excavating an area around the existing pipe gallery, and penetrating a traction rope through the lower part of the existing pipe gallery;

fixing an I-shaped steel on one side, facing the existing pipe gallery, of a first reinforcement cage along the vertical direction, arranging a fixed pulley on the I-shaped steel, enabling a traction rope to be attached to the circumferential surface of the fixed pulley, and connecting the tail end of the traction rope to a second reinforcement cage;

lowering the first reinforcement cage to one side of the existing pipe gallery and fixing;

lowering the second reinforcement cage to the other side of the existing pipe gallery;

drawing the traction rope to enable the second reinforcement cage to move towards the direction of the first reinforcement cage until the second reinforcement cage moves to a preset position below the existing pipe gallery;

and pouring concrete into the excavated area.

2. The method of claim 1, wherein excavating the area around the existing pipe rack and passing the pull line beneath the existing pipe rack comprises:

excavating to a first depth of the existing pipe gallery, penetrating a traction rope from the lower part of the existing pipe gallery, and drawing two ends of the traction rope to the ground; and continuously excavating to a preset depth.

3. The method of claim 1, wherein said securing i-section steel to the side of said first reinforcement cage facing said existing pipe lane in a vertical orientation comprises:

and embedding the first reinforcement cage into a first open groove on one side of the I-shaped steel.

4. The construction method according to claim 1, wherein disposing a fixed sheave on the i-beam and attaching the traction rope to a circumferential surface of the fixed sheave comprises:

and arranging the fixed pulley in a second groove on one side, deviating from the first reinforcement cage, of the I-steel, guiding the traction rope to penetrate through a gap between the fixed pulley and the I-steel, and enabling the traction rope to be attached to the fixed pulley and penetrate out of the opening of the second groove through the I-steel.

5. The method of claim 1, wherein said attaching the ends of said pull lines to a second reinforcement cage comprises:

the number of the traction ropes is multiple, wherein the two traction ropes are respectively connected to the top side and the bottom side of one side, facing the existing pipe gallery, of the second reinforcement cage; and/or connecting the two traction ropes to the left side and the right side of the second reinforcement cage along the extension direction of the underground continuous wall respectively.

6. The method of claim 1, wherein said lowering and securing said first reinforcement cage to one side of said existing pipe gallery comprises:

and embedding one side of the first reinforcement cage, which is far away from the existing pipe gallery along the extension direction of the underground continuous wall, into an I-shaped steel open groove of a front reinforcement cage which is already laid, and pouring concrete to fix the first reinforcement cage and the front reinforcement cage.

7. The construction method of claim 1, further comprising, prior to the step of lowering the second reinforcement cage to the other side of the existing pipe gallery:

and arranging a base plate at the bottom of the second reinforcement cage.

8. The construction method according to claim 1, wherein the preset positions are:

and when the second reinforcement cage is embedded into the second groove of the I-shaped steel on the first reinforcement cage, the second reinforcement cage reaches a preset position.

9. The construction method according to claim 1, wherein a dimension of the second reinforcement cage in an extending direction of the underground continuous wall is greater than a width of the existing pipe lane.

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