CN113605367B - Construction method of underground continuous wall spanning existing pipe gallery - Google Patents
Construction method of underground continuous wall spanning existing pipe gallery Download PDFInfo
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- CN113605367B CN113605367B CN202110836628.5A CN202110836628A CN113605367B CN 113605367 B CN113605367 B CN 113605367B CN 202110836628 A CN202110836628 A CN 202110836628A CN 113605367 B CN113605367 B CN 113605367B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
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Abstract
A construction method of an underground continuous wall spanning an existing pipe gallery comprises the following steps: excavating the area around the existing pipe gallery, and penetrating a traction rope through the lower part of the existing pipe gallery; slidably coupling a pull cord to the first rebar cage, and coupling an end of the pull cord to the second rebar cage; the first reinforcement cage is lowered to one side of the existing pipe gallery and fixed; lowering the second reinforcement cage to the other side of the existing pipe gallery; the traction rope is pulled 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. The construction method in the embodiment of the invention realizes the purpose that the reinforcement cage is arranged below the existing pipe gallery to enable the underground continuous wall to span the existing pipe gallery, avoids moving and modifying or breaking the existing pipe gallery, and saves the construction cost. The construction method is simple and convenient to operate, easy to control construction quality and low in material cost.
Description
Technical Field
The invention relates to the technical field of civil engineering construction, in particular to a construction method of an underground continuous wall spanning an existing pipe gallery.
Background
The underground continuous wall is a continuous wall built below the ground for the purposes of water interception, seepage prevention, soil retaining, bearing and the like. The underground continuous wall is suitable for various soil layers and is widely applied to modern civil engineering.
In modern city construction, various pipelines are generally buried in pipe galleries.
The existing pipe gallery is often unable to be moved due to the lack of a peripheral moving space, high safety risk of moving, high economic cost and the like. In the process of building the underground continuous wall, the construction of the underground continuous wall can be carried out on the premise of protecting the pipe gallery on site.
Due to the shielding of the pipe gallery, great difficulty is often caused to the construction of the underground diaphragm wall.
Disclosure of Invention
In view of the above, embodiments of the present application are expected to provide a construction method that enables the construction of an underground diaphragm wall to span an existing pipe gallery.
In order to achieve the above object, the present invention provides a construction method of an underground diaphragm wall spanning an existing pipe gallery, the construction method comprising the steps of:
excavating an area around an existing pipe gallery, and enabling a traction rope to penetrate through the lower part of the existing pipe gallery;
slidably coupling the pull cord to a first rebar cage, and coupling an end of the pull cord to a second rebar 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 hauling rope to enable the second reinforcement cage to move towards 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.
In some embodiments, said excavating an area around an existing pipe rack and passing a pull line under 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.
In some embodiments, said slidably coupling said pull-cord to said first reinforcement cage comprises:
fixing the I-steel along the vertical direction the first steel reinforcement cage orientation one side of existing piping lane, set up the fixed pulley on the I-steel and make the haulage rope laminating is in on the circumferential surface of fixed pulley.
In some embodiments, said fixing the i-steel to the side of the first reinforcement cage facing the existing pipe gallery in the vertical direction includes:
and embedding the first reinforcement cage into a first groove on one side of the I-shaped steel.
In some embodiments, disposing a fixed pulley on the i-beam and fitting the traction rope on a circumferential surface of the fixed pulley includes:
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.
In some embodiments, said attaching an end of said pull cord to a second rebar 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.
In some embodiments, said lowering and securing said first reinforcement cage to one side of said existing pipe lane comprises:
and embedding one side of the first reinforcement cage, which is far away from the existing pipe gallery, into the I-shaped steel open groove of the pre-arranged reinforcement cage which is already laid along the extension direction of the underground continuous wall, and pouring concrete to fix the first reinforcement cage and the pre-arranged reinforcement cage.
In some embodiments, prior to the step of lowering the second reinforcement cage to the other side of the existing pipe gallery, the method of constructing further comprises:
and arranging a base plate at the bottom of the second reinforcement cage.
In some embodiments, the preset positions are:
and when the second reinforcement cage is embedded into the second open groove of the I-shaped steel on the first reinforcement cage, the second reinforcement cage reaches a preset position.
In some embodiments, the second reinforcement cage has a dimension along the direction of extension of the underground continuous wall that is greater than the width of the existing pipe gallery.
The construction method in the embodiment of the invention realizes the purpose that the reinforcement cage is arranged below the existing pipe gallery to enable the underground continuous wall to span the existing pipe gallery, avoids moving and modifying or breaking the existing pipe gallery, and saves the construction cost. The construction method is simple and convenient to operate, easy to control construction quality and low in material cost.
Drawings
FIG. 1 is a flow chart of a construction method in an embodiment of the present invention;
fig. 2 is a schematic sectional view of the first reinforcement cage and the second reinforcement cage both lowered to the excavated area in the construction method according to the embodiment of the present invention;
FIG. 3 is a schematic view, partly in section, of the components of FIG. 2 from another perspective;
fig. 4 is a cross-sectional view of the second reinforcement cage after being moved to a predetermined position below the existing pipe gallery in accordance with an embodiment of the present invention.
Description of the reference numerals
A first reinforcement cage 10; a second reinforcement cage 20; a pull cord 30; an I-beam 40; a first slot 41; a second slot 42; a fixed pulley 50; a backing plate 60; existing pipe galleries 70; ground 80
Detailed Description
It should be noted that, in the present application, technical features in examples and embodiments may be combined with each other without conflict, and the detailed description in the specific embodiment should be understood as an explanation of the gist of the present application and should not be construed as an improper limitation to the present application.
In the description of the present application, the "up", "down", "top", "bottom", "vertical direction", "extension direction of underground diaphragm wall" orientation or positional relationship is based on that shown in fig. 2, and the "left", "right" orientation or positional relationship is based on that shown in fig. 3, it being understood that these orientation terms are merely for convenience of description and simplicity of description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore should not be taken as limiting the present application.
The embodiment of the invention provides a construction method of an underground continuous wall spanning an existing pipe gallery 70, and referring to fig. 1, the construction method comprises the following steps:
s1: the area around the existing pipe lane 70 is excavated and the pull line 30 is passed under the existing pipe lane 70.
The pull rope 30 is first passed under the existing pipe lane 70, avoiding the problem that the pull rope 30 and the components connected thereto cannot pass under the existing pipe lane 70 due to the obstruction of the existing pipe lane 70 after the pull rope 30 is connected with other components.
It will be appreciated that the pull cord 30 may be a steel cable having some strength and flexibility.
S2: the pull cords 30 are slidably connected to the first reinforcement cage 10 and the ends of the pull cords 30 are connected to the second reinforcement cage 20. So that the hauling cable 30 serves the purpose of pulling the second reinforcement cage 20 for movement.
S3: the first reinforcement cage 10 is lowered to one side of the existing pipe gallery 70 and secured. First steel reinforcement cage 10 is prefabricated on ground 80, has avoided the problem that the space that first steel reinforcement cage 10 exists is narrow and small and bearing structure hinders in the regional preparation of excavation. First steel reinforcement cage 10 is hung from ground 80 along vertical direction and is put and can get into the region of the excavation that lies in existing piping lane 70 one side, and the step is simple, easily the staff operates. After the first reinforcement cage 10 is secured, the position of the first reinforcement cage 10 relative to the ground 80 is fixed.
S4: the second reinforcement cage 20 is lowered to the other side of the existing pipe gallery 70. The second reinforcement cage 20 is prefabricated on the ground 80, and the problems of narrow space and obstruction of a supporting structure in the excavated area for manufacturing the second reinforcement cage 20 are solved. The second reinforcement cage 20 is hoisted from the ground 80 in the vertical direction and can enter the excavated area on the other side of the existing pipe gallery 70, the steps are simple, and the operation is easy for workers.
S5: the pull rope 30 is pulled to move the second reinforcement cage 20 in the direction of the first reinforcement cage 10 until the second reinforcement cage 20 moves to a predetermined position below the existing pipe gallery 70. Allowing the second reinforcement cage 20 to enter the space below the existing pipe lane 70.
The second steel reinforcement cage 20 is dragged to move in a traction mode, the first steel reinforcement cage 10 is used for providing reaction force support, the traction rope 30 can be bent, the traction rope 30 is bent to change the extending direction of the traction rope 30, and therefore traction equipment for dragging the traction rope 30 can be arranged on the ground 80, and arrangement of the traction equipment is facilitated. The staff can judge the removal condition of second steel reinforcement cage 20 through the tensioning state of haulage rope 30, is convenient for monitor whole traction process. And if adopt the mode that promotes to make second steel reinforcement cage 20 remove for the thrust unit who promotes need set up in the region of excavation, because the regional degree of depth of excavation is darker, whether the staff is difficult to direct observation to thrust unit and second steel reinforcement cage 20 and takes place the contact, makes the staff not convenient for master the actual situation of removing of second steel reinforcement cage 20, brings the risk for whole traction process.
S6: and pouring concrete into the excavated area. After the concrete is set, the first reinforcement cage 10 and the second reinforcement cage 20 together form a part of the underground continuous wall, so that the purpose that the underground continuous wall spans the existing pipe gallery 70 is achieved.
The construction method in the embodiment of the invention realizes the purpose that the reinforcement cage is arranged below the existing pipe gallery 70 so that the underground continuous wall can cross the existing pipe gallery 70, avoids the removal or modification of the existing pipe gallery 70, and saves the construction cost. The construction method in the embodiment of the invention is simple and convenient to operate, easy to control the construction quality and low in material cost.
It can be understood that, before the step S3, the excavated area needs to be excavated to a preset depth of the underground diaphragm wall, so that the design depth requirement can be directly satisfied after the first reinforcement cage 10 and the second reinforcement cage 20 are lowered to the excavated area.
For example, in some embodiments, the S1 step includes: excavating to a first depth at the existing pipe gallery 70, passing the hauling cable 30 under the existing pipe gallery 70, and hauling both ends of the hauling cable 30 to the ground 80; and continuously excavating to a preset depth. The soil layer at the first depth position near the existing pipe gallery 70 is excavated to form a string passing channel (not shown) with both ends communicated with the ground 80 below the existing pipe gallery 70, and one end of the hauling cable 30 is guided to enter from one end of the string passing channel and to exit from the other end, so that both ends of the hauling cable 30 are located above the ground 80, and part of the hauling cable 30 is located below the existing pipe gallery 70.
The first depth is smaller than the preset depth of underground continuous wall construction, so when the traction rope 30 is guided to pass through the lower part of the existing pipe gallery 70 for operation at the first depth, the probability of soil layer collapse and collapse is low, and the safety factor of operation of workers is high.
And if the underground continuous wall is excavated to the designed construction depth, the operation of guiding the hauling cable 30 is carried out. Due to the fact that the preset depth is deep, the fall between the preset depth and the bottom of the existing pipe gallery 70 is large, and operation by workers is not convenient.
It can be understood that, due to the deeper preset depth, a support structure needs to be arranged in the excavated area to reduce the probability of collapse of the soil layer on the inner wall. The supporting structure can be arranged in an unlimited mode, for example, slurry can be injected, the inner wall of an excavated area is stressed by the slurry to reduce the possibility of soil layer collapse, and the slurry wall protection has low cost and short construction period.
It can be understood that after grouting in the excavated area, it is difficult for workers to enter the excavated area for construction work, and therefore, the construction steps of working the hauling cable 30 at the first depth under the existing pipe gallery 70, prefabricating the first reinforcement cage 10 and the second reinforcement cage 20 on the ground 80, connecting the hauling cable 30 with the first reinforcement cage 10 and the second reinforcement cage 20 on the ground 80, and the like, are set before the step S3, so that the negative effect of the grouting on the construction is effectively reduced.
It can be understood that, the guiding element is disposed on the first steel reinforcement cage 10, on one hand, the sliding direction of the pulling rope 30 is changed through the guiding element, on the other hand, direct friction between the pulling rope 30 and the first steel reinforcement cage 10 is avoided, friction force applied to the surface of the pulling rope 30 is reduced, and the possibility that the pulling rope 30 should be worn to cause breakage in the sliding process is reduced. The specific structure of the guide member is not limited, and the extension direction of the traction rope 30 below the existing pipe rack 70 may be a horizontal direction.
In some embodiments, referring to fig. 2, slidably coupling a pull cord 30 to a first rebar cage 10 comprises: the i-steel 40 is fixed on one side of the first reinforcement cage 10 facing the existing pipe gallery 70 along the vertical direction, the fixed pulley 50 is arranged on the i-steel 40, and the traction rope 30 is attached to the circumferential surface of the fixed pulley 50. The I-steel 40 provides the installation position for the fixed pulley 50, so that the fixed pulley 50 does not need to be directly installed on the first reinforcement cage 10, the probability that the reinforcement bar deforms or even the first reinforcement cage 10 collapses due to the direct stress of the reinforcement bar on the first reinforcement cage 10 when the follow-up traction rope 30 pulls the second reinforcement cage 20 is reduced, and the construction quality of the underground diaphragm wall is improved. The fixed pulley 50 is used as a guide member, so that the friction force is effectively reduced by relative rolling between the fixed pulley 50 and the traction rope 30 while the extension direction of the traction rope 30 is changed.
The I-shaped steel 40 and the fixed pulley 50 are common components in engineering, and have the advantages of low purchasing cost and simple and convenient operation.
It can be understood that the circumferential surface of the fixed pulley 50 is provided with a slot extending along the circumferential direction, and the traction rope 30 is clamped in the slot. The inner wall of wire casing can apply spacingly to haulage rope 30 on the axial direction of fixed pulley 50, reduces haulage rope 30 and takes place gliding probability along the axial of fixed pulley 50 for haulage rope 30 keeps fixed to the pulling direction of second steel reinforcement cage 20, improves the efficiency of pulling second steel reinforcement cage 20.
It will be appreciated that the i-section 40 is lowered into the excavated area together with the first reinforcement cage 10 after it has been securely attached to the ground 80. The fixing and connecting method is not limited, for example, welding, etc.
It will be appreciated that the arrangement between the i-section bars 40 and the first reinforcement cage 10 may be optimised to facilitate improved connection strength after the concrete has been poured.
In some embodiments, referring to fig. 2 and 3, securing the i-steel 40 in a vertical orientation to a side of the first reinforcement cage 10 facing the existing pipe lane 70 includes: the first reinforcement cage 10 is inserted into the first slot 41 of one side of the i-steel 40. After concrete is poured into the excavated area, the inner walls of the first open groove 41 in three directions are in contact with the reinforced concrete structure formed after the first reinforcement cage 10 is poured, so that the contact area is increased, and the connection strength is improved.
It can be understood that after the first reinforcement cage 10 is embedded 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, so that the connection stability between the first reinforcement cage 10 and the i-steel 40 is improved, and the probability that the first reinforcement cage 10 is separated from the first slot 41 in the subsequent operation process is reduced.
It can be understood that the arrangement position of the fixed pulley 50 on the i-steel 40 and the penetrating manner of the traction rope 30 directly affect the workload and the construction quality of the subsequent operation.
In some embodiments, referring to fig. 2 and 3, the disposing of the fixed sheave 50 on the i-beam 40 and the applying of the traction rope 30 on the circumferential surface of the fixed sheave 50 includes: and arranging the fixed pulley 50 in the second slot 42 on the side, facing away from the first reinforcement cage 10, of the I-shaped steel 40, guiding the traction rope 30 to pass through a gap between the fixed pulley 50 and the I-shaped steel 40, and enabling the traction rope 30 to be attached to the fixed pulley 50 and to pass through the I-shaped steel 40 from an opening of the second slot 42. The pulling rope 30 is threaded out of the opening of the second slot 42 and then connected to the second reinforcement cage 20.
It will be appreciated that the fixed pulleys 50 may be disposed in the first slot 41 on the side facing the first reinforcement cage 10, or the fixed pulleys 50 may be disposed in the second slot 42 on the side facing away from the first reinforcement cage 10. Therefore, the space in the first slot 41 or the second slot 42 is fully utilized, and the structural size formed by the fixed pulley 50 and the I-shaped steel 40 is compact.
The fixed pulley 50 is disposed in the first slot 41, and a wire passing hole is formed in a connection rib (not shown) of the i-steel 40, so that the traction rope 30 can pass through the wire passing hole to be connected with the second reinforcement cage 20. On one hand, additionally arranging the wire passing hole needs to increase the manufacturing steps and prolong the working hours. On the other hand, after the first reinforcement cage 10 and the i-steel 40 are lowered to the excavated area, since the fixed pulley 50 is located on the same side as the first reinforcement cage 10, concrete cannot be poured at the position of the first reinforcement cage 10 to prevent the fixed pulley 50 from being unable to rotate after pouring, and pouring must be performed after the second reinforcement cage 20 reaches the preset position, so that the problem that the i-steel 40 is separated from the first reinforcement cage 10 easily occurs in the traction process of the traction rope 30.
Thus, in some embodiments, referring to fig. 2 and 3, the crown block 50 is disposed in the second sheave 42. After the first reinforcement cage 10 and the i-steel 40 are lowered to the excavated area, concrete can be poured into the first reinforcement cage 10 preferentially, so that the i-steel 40 and the first reinforcement cage 10 are connected more firmly, the stability of the traction rope 30 in the process of traction of the second reinforcement cage 20 is improved, and meanwhile, a wire through hole is not required to be formed in a connecting rib of the i-steel 40, so that the poured concrete cannot overflow to one side of the i-steel 40 facing the second reinforcement cage 20 from one side of the i-steel 40 facing the first reinforcement cage 10 through the wire through hole.
It is understood that the specific connection manner of the ends of the pulling rope 30 and the second reinforcement cage 20 is not limited, for example, the ends of the pulling rope 30 are bound with the reinforcement bars on the second reinforcement cage 20; or, the tail ends of the hauling ropes 30 are welded on the steel bars of the second reinforcement cage 20; alternatively, the ends of the pull cords 30 are attached to the reinforcement bars of the second reinforcement cage 20 by a tie down clamp.
It is understood that the number of the pulling rope 30 may be plural, so as to reduce the load of each pulling rope 30 during the process of dragging the second reinforcement cage 20, and reduce the possibility of breakage of the pulling rope 30. Meanwhile, the stress of the second reinforcement cage 20 is dispersed, and the probability of reinforcement deformation caused by concentrated stress on the reinforcement of the second reinforcement cage 20 is reduced.
The plurality of pulling ropes 30 means that the number of the pulling ropes 30 is two or more.
It will be appreciated that the attachment of the pull cords 30 to the second reinforcement cage 20 is optimized to provide uniform reinforcement cage forces during pulling.
In some embodiments, referring to fig. 2, attaching the ends of the pull lines 30 to the second rebar cage 20 includes: two pull cords 30 are attached to the top and bottom sides, respectively, of the second rebar cage 20 on the side facing the existing pipe lane 70. So that the top side and the bottom side of the second reinforcement cage 20 are stressed uniformly during the moving process, and the possibility of overturning or overturning of the second reinforcement cage 20 during the moving process is reduced.
In some embodiments, referring to fig. 2, attaching the ends of the pull lines 30 to the second rebar cage 20 includes: two pulling ropes 30 are connected to the left and right sides of the second reinforcement cage 20 in the extending direction of the underground diaphragm wall, respectively. The left side and the right side of the second reinforcement cage 20 are uniformly stressed in the moving process, the probability that the second reinforcement cage 20 deflects in the moving process to cause clamping stagnation in an excavated area is reduced, and the moving process of the second reinforcement cage 20 is kept smooth.
It can be understood that the top, bottom, left side and right side of the second reinforcement cage 20 can be connected with the pulling rope 30 at the same time, and a plurality of pulling ropes 30 can be arranged from top to bottom and from left to right at intervals, so as to further disperse the pulling force and improve the moving stability of the reinforcement cage.
It is understood that a plurality of traction ropes 30 may be commonly provided on the same fixed sheave 50. Or each traction rope 30 can be independently arranged on one fixed pulley 50, so that the traction ropes 30 are separated, and the probability of winding among the traction ropes 30 is reduced.
It can be understood that the installation position of the fixed pulley 50 on the i-steel 40 is optimized such that the extension direction of the traction rope 30 under the existing pipe gallery 70 is parallel to the moving direction of the second reinforcement cage 20, thereby improving the traction efficiency.
It will be appreciated that the diaphragm wall is formed by assembling a plurality of reinforcement cages, and the first reinforcement cage 10 is connected to the reinforcement cage disposed in front of the reinforcement cage to form a continuous diaphragm wall. For example, after the lower part of the first reinforcement cage 10 reaches the excavated area, the reinforcing steel bars of the first reinforcement cage 10 are fixedly connected with the reinforcing steel bars of the front reinforcement cage; or, the first reinforcement cage 10 is fixedly connected with the front reinforcement cage through a suitable tool.
In some embodiments, step S3 includes: one side of the first reinforcement cage 10, which is far away from the existing pipe gallery 70 along the extension direction of the underground continuous wall, is embedded into the I-shaped steel 40 groove (not shown in the figure) of the arranged front reinforcement cage, and concrete is poured to fix the first reinforcement cage 10 and the front reinforcement cage. The I-steel 40 fluting of leading steel reinforcement cage has retrained the position of first steel reinforcement cage 10, makes first steel reinforcement cage 10 can remove along the I-steel 40 fluting extending direction of leading steel reinforcement cage in the process of transferring, has reduced the skew that first steel reinforcement cage 10 takes place in the process of transferring, ensures that underground continuous wall extends along the design direction.
It can be understood that the size of the channel of the i-steel 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 channel of the i-steel 40 of the front reinforcement cage, and the first reinforcement cage 10 can move smoothly in the lowering process.
It can be understood that the bottom of the excavated area is a soil layer, the soil is soft and the bearing capacity is low. After second steel reinforcement cage 20 is transferred, the reinforcing bar is absorbed in the soil layer easily, has increased the resistance that receives when second steel reinforcement cage 20 removes, has also increased the load that haulage rope 30 received, has increased the risk that haulage rope 30 fracture or second steel reinforcement cage 20's reinforcing bar emergence warp. Therefore, an auxiliary structure is required to reduce the contact between the second reinforcement cage 20 and the earth.
In some embodiments, referring to fig. 2, prior to step S4, comprising: a shim plate 60 is placed at the bottom of the second reinforcement cage 20. The spacer 60 separates the earth from at least a portion of the second rebar cage 20, thereby reducing friction between the second rebar cage 20 and the earth. Meanwhile, the contact area is increased, the pressure born by the soil layer is reduced, the depth of the second reinforcement cage 20 sinking into the soil layer is reduced, and the obstruction 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 in the vertical direction is within the projection of the tie plate 60. So that the second reinforcement cage 20 is completely separated from the underlying soil of the excavated area.
It will be appreciated that the side of the shim plate 60 facing the first reinforcement cage 10 is provided with a guide flange which is bent upwards in the vertical direction. The direction hem can reduce the in-process that haulage rope 30 pull second steel reinforcement cage 20 removed, and the bottom in the region of excavation is outstanding the soil layer and is to the hindrance that second steel reinforcement cage 20 removed, makes the process that haulage rope 30 pulls second steel reinforcement cage 20 to remove more smooth and easy.
The pad 60 may be made of a steel plate having a certain thickness, and thus, has a reduced structure and a low cost.
It will be appreciated that after the second reinforcement cage 20 has been moved to the predetermined position, a stop structure may be provided to reduce the probability that the second reinforcement cage 20 will move out of the predetermined position.
In some embodiments, referring to fig. 4, the preset positions are: when the second reinforcement cage 20 is inserted into the second slot 42 of the i-beam 40 of the first reinforcement cage 10, the second reinforcement cage 20 reaches a predetermined position. Through second fluting 42, restricted the displacement of second steel reinforcement cage 20, reduced the follow-up in-process concrete that concretes the second steel reinforcement cage 20 and pushed the possibility that breaks away from preset position under the flowing concrete.
It will be appreciated that the width dimension of the second slot 42 is greater than the width dimension of the second reinforcement cage 20 on the side facing the first reinforcement cage 10 so that the second reinforcement cage 20 fits into the second slot 42 to allow the second reinforcement cage 20 to move smoothly during the fitting process.
It will be appreciated that the height of the second reinforcement cage 20 in the vertical direction is less than the distance between the bottom of the excavated area and the bottom of the existing pipe gallery 70 to prevent the second reinforcement cage 20 from abutting the existing pipe gallery 70 during movement and failing to move below the existing pipe gallery 70.
In some embodiments, the second reinforcement cage 20 has a dimension along the extension of the underground continuous wall that is greater than the width of the existing pipe lane 70. Such that the second reinforcement cage 20 serves the purpose of spanning beneath the existing pipe lane 70.
It will be appreciated that prior to step S4, an i-steel 40 may be installed on the side of second rebar cage 20 remote from first rebar cage 10 for connection with a subsequently lowered rebar cage to ultimately form a continuous underground continuous wall spanning existing pipe gallery 70.
It is understood that the pull-cord 30 is recovered or the pull-cord 30 is cut at the ground 80 prior to step S6. The remaining hauling cable 30 and the fixed pulley 50 in the excavated area are sealed in the concrete poured subsequently, so that the construction steps are simplified on the premise of not influencing the construction quality.
It will be appreciated that the head end of the pull line 30, which is located on the ground 80, is attached to a crane or is wound on a hoist drum connected to a drive means for the purpose of pulling the pull line 30 and thus the second reinforcement cage 20.
The various embodiments/implementations provided herein may be combined with each other without contradiction.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present 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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| CN1120620A (en) * | 1994-10-11 | 1996-04-17 | 汉陆营造股份有限公司 | Construction method for underground obstacles through continuous wall |
| TWI243867B (en) * | 2003-11-13 | 2005-11-21 | Asia World Engineering & Const | A diaphragm wall construction method with no pipeline alteration work |
| CN101343869A (en) * | 2008-08-19 | 2009-01-14 | 上海建工股份有限公司 | Underground continuous wall construction method of city-across pipeline |
| CN105672251B (en) * | 2016-02-01 | 2017-11-24 | 中铁十六局集团北京轨道交通工程建设有限公司 | A kind of underground continuous wall groove segment construction method for riding existing sewage pipe |
| JP6669573B2 (en) * | 2016-04-22 | 2020-03-18 | 鹿島建設株式会社 | How to install reinforced cage |
| CN108252296A (en) * | 2018-01-19 | 2018-07-06 | 中铁上海工程局集团有限公司 | A kind of method of diaphram wall pipeline in-situ conservation construction |
| CN111764373A (en) * | 2020-05-28 | 2020-10-13 | 浙江土工岩土科技有限公司 | Construction method of underground continuous wall under condition of non-removable underground barrier |
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