CN113550317B - Permanent-temporary combined supporting structure and construction method for open excavation reverse construction foundation pit of large shield starting well - Google Patents
Permanent-temporary combined supporting structure and construction method for open excavation reverse construction foundation pit of large shield starting well Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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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
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0275—Retaining or protecting walls characterised by constructional features cast in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
- E02D29/05—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
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Abstract
The invention relates to a permanent-temporary combined supporting structure and a construction method for an open-cut inverted construction foundation pit of a large shield starting well, which comprises the following steps: constructing a ground connecting wall along the excavation sideline; constructing a cast-in-place pile and placing an upright post; constructing a crown beam and a retaining wall, and integrally casting and molding the crown beam and the retaining wall; excavating a first layer of foundation pit soil body; constructing a lining wall and a slab supporting structure system; the method comprises the steps of performing circular operation, namely excavating a layer from top to bottom, constructing a layer until the layer is excavated to a designed elevation, and then constructing bottom sealing concrete at the bottom of a foundation pit; adopt location shaped steel support auxiliary stand and steel reinforcement cage to transfer, improve the laying positioning accuracy of stand and steel reinforcement cage, guarantee that the structure atress is even, promote the security of structure, the crown beam pours the vibration with retaining wall concrete is synchronous, promotes the wholeness and the dense waterborne of structure.
Description
Technical Field
The application relates to the field of foundation pit construction, in particular to a permanent-temporary combined supporting structure and a construction method for an open-cut reverse construction foundation pit of a large shield initial well.
Background
When shield construction operation is carried out, a working well is excavated at an initial section, after the working well is excavated to a designed depth, the shield construction machine is assembled through the working well, and the shield construction machine is tunneled after the shield construction machine is assembled in place. The shield machine has large volume, and the working well is usually large in size, so that the requirement on a foundation pit supporting structure is high.
In the existing excavation operation of the foundation pit, the inner support of the foundation pit is usually constructed layer by layer along with the excavation depth, after the foundation pit is excavated to the design depth, the structure in the foundation pit is constructed from bottom to top, and the inner support of the foundation pit is dismantled layer by layer. And the foundation ditch inner support usually supports on the shaped steel stand, and when the shaped steel stand transferred to the bored concrete pile stake downthehole, the off normal takes place easily. Therefore, how to ensure the accurate positioning of the reinforcement cage and the section steel upright post directly relates to the stress safety of the structure.
Meanwhile, in order to ensure the integrity of the enclosure structure, a crown beam is usually applied to the top end of the enclosure structure, and the top end of the enclosure structure is connected into a whole. And in order to avoid the soil body or surface water at the top of the foundation pit to enter the foundation pit, a circle of retaining wall is usually poured along the outer side of the crown beam, the working space is small, the retaining wall is generally tightly attached to the crown beam, and the crown beam and the retaining wall are usually poured separately, so that the working capacity is improved, a construction joint exists between the crown beam and the retaining wall, the structural integrity is poor, and the water tightness is poor.
Disclosure of Invention
Based on the structure, the application provides a permanent temporary combined supporting structure and a construction method for the open-cut reverse foundation pit of the large shield starting well, which are used for solving the problems existing in the construction process of the open-cut reverse foundation pit of the existing large shield starting well.
In a first aspect, the application provides a permanent-temporary combined supporting structure and a construction method for an open-cut reverse construction foundation pit of a large shield starting well, which comprises the following construction steps:
step 1, constructing a ground connecting wall along an excavation sideline;
step 5, constructing a lining wall and slab support structure system: constructing a leveling layer on the inner side of the diaphragm wall, arranging a waterproof layer close to the leveling layer, then pouring the lining wall, embedding a grouting pipe, a water stop steel plate and a water-swelling rubber strip in the lining wall, wherein a grouting opening of the grouting pipe extends out of the surface of the lining wall, a grouting outlet of the grouting pipe is positioned at the joint of the lining wall, a hoisting hole is reserved on the slab support, and a rabbet is arranged on the slab support along the edge of the hoisting hole;
and 6, circulating the step 4 and the step 5 until the foundation pit is excavated to the designed elevation, and then applying bottom sealing concrete at the bottom of the foundation pit.
Preferably, in the step 2, the column is inserted into the reinforcement cage, and the column and the reinforcement cage are fixed by using a coupling reinforcement, the column includes four angle steels welded together, a coupling steel plate is arranged between adjacent angle steels, before the column and the reinforcement cage are coupled and fixed, it is necessary to ensure that the length of the column inserted into the reinforcement cage meets the specification requirement, and the axis of the column and the axis of the reinforcement cage are on the same straight line.
Preferably, in step 2, the positioning section steel support comprises a support base, a circumferential adjusting frame, a transverse adjusting frame and a longitudinal adjusting frame, the support base is installed on a soil body, the circumferential adjusting frame is rotatably connected with the support base, the transverse adjusting frame is slidably installed on the circumferential adjusting frame, the transverse adjusting frame is slidably installed on the longitudinal adjusting frame, and the transverse adjusting frame and the longitudinal adjusting frame are perpendicular to the sliding direction above the circumferential adjusting frame.
Preferably, in step 2, the support base includes annular channel-section steel and pterygoid lamina, annular channel-section steel and pterygoid lamina welded connection, there is the fixed orifices on the pterygoid lamina, the support base uses the soil nail to fix on the peripheral soil body of steel casing, the soil nail passes the fixed orifices, hoop adjustment frame four sides are equipped with a support pulley respectively, two edges that are parallel to each other of lateral adjustment frame and longitudinal adjustment frame are equipped with two support pulleys respectively, the hoop adjustment frame supports on the support base through the support pulley, the lateral adjustment frame passes through the support pulley and supports on the hoop adjustment frame, the longitudinal adjustment frame passes through the support pulley and supports on the lateral adjustment frame, the support pulley on lateral adjustment frame and the longitudinal adjustment frame is not on same straight line, there is locking bolt on the support pulley.
Preferably, in the step 3, the fast and easy necking-in net is fixed on the surface of the crown beam by fixing nails, and the fixing nails are inserted into the concrete of the crown beam.
Preferably, in the step 5, the hoisting hole is closed in the operation period, and the tongue-and-groove at the edge of the plate support can improve the stress reliability of the concrete for closing the hoisting hole and the plate support and the impermeability of the structure.
Preferably, in step 5, the interior wall of lining is executed from last segmentation down, is equipped with the seam between the interior wall of adjacent segmentation, the seam leans out, inevitably launching directly from the seam inflow, promptly in the interior wall of next segmentation executes the back of accomplishing, injects little inflation grout into the seam through the slip casting pipe, further promotes the sealing performance of seam, the seam outside sets up the thickening waterproof layer, further prevents groundwater infiltration.
In a second aspect, the application provides a permanent temporary combined supporting structure of the open-cut reverse construction ultra-deep foundation pit of the large shield launching well, which comprises the permanent temporary combined supporting structure of the open-cut reverse construction foundation pit of the large shield launching well and a construction method.
Compared with the prior art, the invention has the following characteristics and beneficial effects:
1. the technology adopts a permanent temporary combined supporting system of the ground continuous wall, the lining wall and the plate support, so that the temporary supporting system of the ground continuous wall is used as a part of a permanent structure, and the permanent structures such as the lining wall and the plate support are adopted to assist the excavation supporting of the foundation pit, thereby improving the overall safety of the open excavation and reverse construction ultra-deep foundation pit excavation supporting structure of the large shield starting well.
2. Adopt location shaped steel support auxiliary stand and steel reinforcement cage to transfer, can adjust the axis declination of stand, axis off normal, improve the laying positioning accuracy of stand and steel reinforcement cage, guarantee that the structure atress is even, promote the security of structure.
3. The top beam arranged at the top of the diaphragm wall and the retaining wall arranged at the top of the foundation pit are synchronously supported and cast in place, so that the efficiency of cast-in-place operation can be improved, meanwhile, the formation of a construction joint between the top beam and the retaining wall by secondary casting can be avoided, and the strength and the water-sealing performance of the structure are improved.
4. Through the fast and easy binding off net that sets up of hat roof beam top surface, can guarantee that retaining wall concrete is pouring the in-process of vibrating, and concrete slurry can not follow the hat roof beam top surface and escape.
5. The shaped steel stand is fixed on location shaped steel support through the couple, compares in fixing through "shoulder pole roof beam" isotructure, and the stand can not passed in the couple to for follow-up cast concrete provides bigger operation space, convenient construction operation improves the efficiency of construction.
Drawings
In order to more clearly illustrate the embodiments of the present application or technical solutions in related arts, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art that other drawings can be obtained according to the drawings without inventive efforts.
FIG. 1 is a top view of a structure of a permanent adjacent combined supporting structure of an open-cut and inverted ultra-deep foundation pit of a large shield starting well;
FIG. 2 is a side view of a structure of a permanent adjacent combined supporting structure of an open-cut and inverted ultra-deep foundation pit of a large shield starting well (section A-A in FIG. 1);
FIG. 3 is a schematic view of a joint of a lining wall (enlarged view of the structure of the node A in FIG. 2);
FIG. 4 is a schematic view of the formwork casting of the crown beam and the retaining wall;
FIG. 5 is a schematic diagram of a three-dimensional structure of a lateral/longitudinal adjustment frame;
FIG. 6 is a schematic diagram of a three-dimensional structure of the circumferential adjustment frame;
FIG. 7 is a schematic three-dimensional structure of a support base;
FIG. 8 is a schematic view of a three-dimensional structure for mounting and fixing the support base;
FIG. 9 is a schematic view of the three-dimensional structure of the positioning section steel bracket;
FIG. 10 is a schematic view of a three-dimensional structure for positioning the auxiliary columns of the steel support;
fig. 11 is a schematic three-dimensional structure of the column and the reinforcement cage.
The figure is marked with: 1-soil body, 2-diaphragm wall, 21-leveling layer, 22-waterproof layer, 3-lining wall, 31-joint, 32-thickening waterproof layer, 33-grouting pipe, 34-water-swelling rubber strip, 35-water-stopping steel plate, 4-positioning steel bracket, 41-supporting base, 411-annular channel steel, 412-wing plate, 413-fixing hole, 414-soil nail, 42-annular adjusting frame, 43-transverse adjusting frame, 44-longitudinal adjusting frame, 441-supporting pulley, 442-locking bolt, 45-hook, 51-steel reinforcement cage, 52-upright post, 521-angle steel, 522-connecting steel plate, 53-connecting steel bar, 61-steel pile casing, 62-pile hole, 63-pouring pile, 7-slab support, 71-rabbet, 72-hoisting hole, 81-crown beam, 82-retaining wall, 83-crown beam template, 84-retaining wall template, 85-split screw, 86-fast and easy closing net and 87-fixing nail.
Detailed Description
In order to make the objects, technical solutions and advantages of the present application more clearly understood, the present application is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of and not restrictive on the broad application. All other examples, which can be obtained by a person skilled in the art without making creative efforts based on the examples in the present application, belong to the protection scope of the present application.
It should be understood by those skilled in the art that technical or scientific terms used in the claims and the specification should have the ordinary meaning as understood by those having ordinary skill in the art to which this application belongs. "connected" or "coupled" and like terms are not restricted to physical or mechanical connections, but may include electrical connections, whether direct or indirect; "and/or" describes the association relationship of the associated object, and indicates that three relationships can exist; the terms "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like refer to an orientation or positional relationship as shown in the drawings, which are used for convenience in describing and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed in a particular orientation, and be used in a particular manner without limitation.
As shown in fig. 1 to 11, to solve the above problems, an embodiment of the present invention provides a permanent combined supporting structure for an open-cut and reverse-construction ultra-deep foundation pit of a large shield starting well, which includes a diaphragm wall 2, an inner lining wall 3, an upright post 52, a cast-in-place pile 63, a slab support 7, a crown beam 81, and a retaining wall 82, wherein the inner lining wall 3 is tightly attached to the diaphragm wall 2, the lower end of the upright post 52 is supported on the cast-in-place pile 63, the lower end of the upright post 52 is fixed to a reinforcement cage 51 in the cast-in-place pile 63, the upright post 52 and the reinforcement cage 51 are lowered into a pile hole 62 of the cast-in-place pile 63 with the aid of a positioning steel bracket 4, the slab support 7 is supported on the upright post 52, the slab support 7 is provided with a hoisting hole 72, the hoisting hole 72 is closed in an operation period, the edge of the slab support 7 is provided with a rabbet 71, the rabbet 71 is capable of improving the stress reliability of the closed concrete of the hoisting hole 72 and the slab support 7, and the anti-permeability performance of the structure, the crown beam 81 is poured on the top end of the diaphragm wall 2, the retaining wall 82 and the crown beam 81 are cast and molded synchronously, and the top surface of the crown beam 81 is provided with a fast and easy closing net 86 for sealing.
The construction process of the foundation pit comprises the following steps:
step 1, constructing the ground connection wall along the excavation sideline.
firstly, excavating a pile hole 62, assembling a positioning type steel support 4 above the pile hole 62 after the pile hole 62 is excavated in place, sleeving a support base 41 on a steel casing 61 above the pile hole 62, and then sequentially installing an annular adjusting frame 42, a transverse adjusting frame 43 and a longitudinal adjusting frame 44;
Then, the upright column 52 and the reinforcement cage 51 are lowered into the pile hole 62, the top end of the upright column 52 is fixed on the positioning steel support 4 by using the hook 45, and the axial deviation angle and the axial deviation of the upright column 52 are adjusted sequentially through the annular adjusting frame 42, the transverse adjusting frame 43 and the longitudinal adjusting frame 44; then pouring concrete into the pile hole 62 to construct a pouring pile 63, and removing the positioning steel bracket 4 after the pouring pile 63 is constructed, as shown in fig. 10;
as shown in fig. 7 and 8, the positioning steel bracket 4 includes a supporting base 41, a circumferential adjusting frame 42, a transverse adjusting frame 43, and a longitudinal adjusting frame 44, wherein the supporting base 41 is mounted on the soil body 1, the circumferential adjusting frame 42 is rotatably connected with the supporting base 41, the transverse adjusting frame 43 is slidably mounted on the circumferential adjusting frame 42, the transverse adjusting frame 43 is slidably mounted on the longitudinal adjusting frame 44, and the sliding directions of the transverse adjusting frame 43 and the longitudinal adjusting frame 44 above the circumferential adjusting frame 42 are vertical; the supporting base 41 comprises an annular channel steel 411 and a wing plate 412, the annular channel steel 411 is connected with the wing plate 412 in a welding mode, a fixing hole 413 is formed in the wing plate 412, the supporting base 41 is fixed on a soil body 1 on the periphery of the steel pile casing 61 through a soil nail 414, and the soil nail 414 penetrates through the fixing hole 413;
As shown in fig. 5, four sides of the circumferential adjusting frame 42 are respectively provided with a supporting pulley 441, as shown in fig. 6, two parallel sides of the lateral adjusting frame 43 and the longitudinal adjusting frame 44 are respectively provided with two supporting pulleys 441, as shown in fig. 9, the circumferential adjusting frame 42 is supported on the supporting base 41 through the supporting pulleys 441, the lateral adjusting frame 43 is supported on the circumferential adjusting frame 42 through the supporting pulleys 441, the longitudinal adjusting frame 44 is supported on the lateral adjusting frame 43 through the supporting pulleys 441, the supporting pulleys 441 on the lateral adjusting frame 43 and the longitudinal adjusting frame 44 are not on the same straight line, and the supporting pulleys 441 are provided with locking bolts 442;
as shown in the attached figure 10, the specific using method of the positioning steel support 4 comprises the following steps: assembling and fixing the positioning steel bracket 4 according to the method, then hoisting the upright post 52 and the reinforcement cage 51, after the upright post 52 is hoisted in place, respectively hanging four sides of the upright post 52 on the longitudinal adjusting frame 44 by using the hook 45, then rotating the circumferential adjusting frame 42, adjusting the angle of the transverse axis and the longitudinal axis of the upright post 52, screwing the locking bolt 442 on the supporting pulley 441 below the circumferential adjusting frame 42, locking the circumferential adjusting frame 42, then transversely moving the transverse adjusting frame 43, adjusting the transverse position of the upright post 52, screwing the locking bolt 442 on the supporting pulley 441 below the transverse adjusting frame 43, locking the transverse adjusting frame 43, finally longitudinally moving the longitudinal adjusting frame 44, adjusting the longitudinal position of the upright post 52, screwing the locking bolt 442 on the supporting pulley 441 below the longitudinal adjusting frame 44, and locking the longitudinal adjusting frame 44; the accurate control of the axis angle and the axis deviation of the upright post 52 is realized through the positioning steel bracket 4, and the lowering quality of the upright post 52 and the reinforcement cage 51 is ensured.
As shown in fig. 11, when the column 52 is inserted into the reinforcement cage 51, the column 52 is fixed to the reinforcement cage 51 using the coupling reinforcement 53; the upright column 52 comprises four angle steels 521 welded together, and a connecting steel plate 522 is arranged between the adjacent angle steels 521; before the column 52 is fixedly connected with the reinforcement cage 51, it is required to ensure that the length of the column 52 inserted into the reinforcement cage 51 meets the specification requirement, and the axis of the column 52 and the axis of the reinforcement cage 51 are on the same straight line.
Step 3, constructing the crown beam 81 and the retaining wall 82: as shown in fig. 4, excavating a foundation pit soil body 1 until the top of the diaphragm wall 2 is exposed by about 50cm, breaking the concrete at the top of the diaphragm wall 2, and binding the top beam 81 and the steel bars of the retaining wall 82; then, a crown beam template 83 and a retaining wall template 84 are erected, and the crown beam template 83 and the diaphragm wall template 84 are fixed by using a split screw 85 in a pulling mode; pouring and vibrating concrete of the crown beam 81 and the retaining wall 82, placing a quick and easy closing net 86 on the top surface of the crown beam 81 after the concrete is poured to be flush with the top surface of the crown beam 81, then pouring the concrete in the retaining wall 82, and removing the crown beam template 83 and the retaining wall template 84 after the concrete of the crown beam 81 and the retaining wall 82 reaches the designed strength; the fast and easy closing net is fixed on the surface of the crown beam 81 by using fixing nails 87, and the fixing nails are inserted into the concrete of the crown beam 81; that is, concrete is poured into the crown beam 81 and the retaining wall 82 at the same time, and since the crown beam 81 is short, after the concrete is poured to be flush with the top surface of the crown beam 81, the fast and easy closing net is installed, and then the retaining wall concrete is poured, as shown in fig. 4.
The specific operation method comprises the following steps: firstly, pouring concrete into the crown beam template 83 and the retaining wall template 84, performing vibration operation, suspending the concrete pouring operation when the concrete is poured to the top surface elevation of the crown beam 81, paving a fast and easy closing-up net 86 on the surface of the crown beam 81, fixing the fast and easy closing-up net 86 on the surface of the crown beam 81 by using a fixing nail 87, and then continuously pouring the retaining wall template 84; through set up fast easy binding off net 86 on hat roof beam 81 surface, can avoid follow-up retaining wall 82 concrete placement in-process, the concrete spills over from hat roof beam 81 surface, and hat roof beam 81 pours the shaping with retaining wall 82 is synchronous, can avoid separately pouring the construction seam that produces, improves the intensity and the dense water nature of structure.
And 4, excavating a first layer of foundation pit soil body 1 along the inner side of the underground diaphragm wall 2, excavating the foundation pit soil body 1 layer by layer, and excavating a layer of support layer.
Step 5, constructing a structure system of the inner lining wall 3 and the plate support 7: as shown in the attached drawings 1 and 2, a leveling layer 21 is constructed on the inner side of the diaphragm wall 2, a waterproof layer 22 is arranged to be attached to the leveling layer 21, then the lining wall 3 is poured, a grouting pipe 33, a water stop steel plate 35 and a water-swelling rubber strip 34 are embedded in the lining wall 3, a grouting opening of the grouting pipe 33 extends out of the surface of the lining wall 3, and a grouting outlet of the grouting pipe 33 is positioned at a joint 31 of the lining wall 3; a hoisting hole 72 is reserved on the plate support 7, and a rabbet 71 is arranged on the plate support 7 along the edge of the hoisting hole 72; the hoisting holes 72 are closed in the operation period, and the tongue-and-groove 71 at the edge of the plate support 7 can not only improve the stress reliability of the concrete closed by the hoisting holes 72 and the plate support 7, but also improve the impermeability of the structure. As shown in fig. 3, the inner lining walls 3 are constructed in sections from top to bottom, a seam 31 is arranged between the inner lining walls 3 of adjacent sections, the seam 31 inclines outwards, and the sewage is prevented from directly flowing into the seam 31;
The use method of the grouting pipe 33 comprises the following steps: after the next section of lining wall 3 is finished, injecting micro-expansion cement slurry into the joint 31 through the grouting pipe 33, and further improving the sealing performance of the joint 31; the thickened waterproof layer 32 is arranged outside the seam 31 to further prevent the infiltration of underground water.
And 6, circulating the step 4 and the step 5 until the foundation pit is excavated to the designed elevation, and then applying bottom sealing concrete at the bottom of the foundation pit as shown in the attached drawing 2.
The technical features of the above embodiments can be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the above embodiments are not described, but should be considered as the scope of the present specification as long as there is no contradiction between the combinations of the technical features.
The above-mentioned embodiments only express several embodiments of the present application, and the description thereof is more specific and detailed, but not construed as limiting the scope of the present application. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the concept of the present application, which falls within the scope of protection of the present application. Therefore, the protection scope of the present patent shall be subject to the appended claims.
Claims (9)
1. The permanent-temporary combined supporting construction method for the open excavation reverse construction foundation pit of the large shield starting well is characterized by comprising the following steps of:
step 1, constructing a ground connecting wall along an excavation sideline;
step 2, constructing a cast-in-place pile (63) and placing a stand column (52): firstly excavating a pile hole (62), after the pile hole (62) is excavated in place, assembling a positioning steel support (4) above the pile hole (62), wherein the positioning steel support (4) comprises a support base (41), a circumferential adjusting frame (42), a transverse adjusting frame (43) and a longitudinal adjusting frame (44), firstly sleeving the support base (41) on a steel casing (61) above the pile hole (62), then sequentially installing the circumferential adjusting frame (42), the transverse adjusting frame (43) and the longitudinal adjusting frame (44), lowering the upright column (52) and a reinforcement cage (51) into the pile hole (62), fixing the top end of the upright column (52) on the positioning steel support (4) by using a hook (45), adjusting the axial deflection angle and the axial deflection of the upright column (52) sequentially through the circumferential adjusting frame (42), the transverse adjusting frame (43) and the longitudinal adjusting frame (44) after the fixation, then pouring concrete into the pile hole (62) to form a pouring pile (63), after the construction of the cast-in-place pile (63) is completed, removing the positioning section steel bracket (4);
Step 3, constructing a crown beam (81) and a retaining wall (82): excavating a foundation pit soil body (1) until the top of the diaphragm wall (2) is exposed by 50cm, then breaking concrete at the top of the diaphragm wall (2), binding reinforcing steel bars of a crown beam (81) and a retaining wall (82), then erecting a crown beam template (83) and a retaining wall template (84), using a tie screw (85) to tie and fix the crown beam template (83) and the retaining wall template (84), then pouring and vibrating the concrete of the crown beam (81) and the retaining wall (82), after the concrete is poured to be level with the top surface of the crown beam (81), placing a fast and easy closing net (86) on the top surface of the crown beam (81), then pouring the concrete in the retaining wall (82), the crown beam (81) and the retaining wall (82), and after the design strength is reached, dismantling the crown beam template (83) and the retaining wall template (84);
step 4, excavating a first layer of foundation pit soil body (1) along the inner side of the underground diaphragm wall (2), excavating the foundation pit soil body (1) in layers, and excavating a layer of supporting layer;
step 5, constructing a structure system of the inner lining wall (3) and the plate support (7): constructing a leveling layer (21) on the inner side of the underground diaphragm wall (2), arranging a waterproof layer (22) close to the leveling layer (21), then pouring the lining wall (3), embedding a grouting pipe (33), a water stop steel plate (35) and a water-swelling rubber strip (34) in the lining wall (3), wherein a grouting port of the grouting pipe (33) extends out of the surface of the lining wall (3), a grouting outlet of the grouting pipe (33) is positioned at a joint (31) of the lining wall (3), a hoisting hole (72) is reserved on the plate support (7), and a rabbet (71) is arranged on the plate support (7) along the edge of the hoisting hole (72);
And 6, circulating the step 4 and the step 5 until the foundation pit is excavated to the designed elevation, and then applying bottom sealing concrete at the bottom of the foundation pit.
2. The open-cut and inverted-action foundation pit permanent-temporary combined supporting construction method of the large shield originating well according to claim 1, wherein in the step 2, the upright column (52) is inserted into the reinforcement cage (51), the upright column (52) and the reinforcement cage (51) are fixed by using the connecting reinforcement (53), the upright column (52) comprises four welded angle steels (521), the connecting steel plate (522) is arranged between the adjacent angle steels (521), and the connecting reinforcement (53) is connected with the connecting steel plate (522) and the reinforcement cage (51).
3. The open-cut reverse construction foundation pit permanent-temporary combined supporting construction method of the large shield originating well according to claim 1, wherein in the step 2, the positioning steel support (4) comprises a support base (41), a circumferential adjusting frame (42), a transverse adjusting frame (43) and a longitudinal adjusting frame (44), the support base (41) is installed on the soil body (1), the circumferential adjusting frame (42) is rotatably connected with the support base (41), the transverse adjusting frame (43) is slidably installed on the circumferential adjusting frame (42), the transverse adjusting frame (43) is slidably installed on the longitudinal adjusting frame (44), and the sliding directions of the transverse adjusting frame (43) and the longitudinal adjusting frame (44) above the circumferential adjusting frame (42) are vertical.
4. The open-cut reverse construction foundation pit permanent-temporary combined supporting construction method of the large shield originating well according to claim 1, wherein in the step 2, the supporting base (41) comprises an annular channel steel (411) and a wing plate (412), the annular channel steel (411) is welded with the wing plate (412), a fixing hole (413) is formed in the wing plate (412), the supporting base (41) is fixed on a soil body (1) around the steel casing (61) through a soil nail (414), and the soil nail (414) penetrates through the fixing hole (413).
5. The open-cut reverse foundation pit permanent-temporary combined supporting construction method of the large shield originating well according to claim 1, wherein in the step 2, the circumferential adjusting frame (42), the transverse adjusting frame (43) and the longitudinal adjusting frame (44) are all provided with supporting pulleys (441), the supporting pulleys (441) on the circumferential adjusting frame (42) are respectively arranged on four sides of the circumferential adjusting frame (42), the transverse adjusting frame (43) and the longitudinal adjusting frame (44) are respectively arranged on two mutually parallel sides of the transverse adjusting frame (43) and the longitudinal adjusting frame (44), the circumferential adjusting frame (42) is supported on the supporting base (41) through the supporting pulleys (441), the transverse adjusting frame (43) is supported on the circumferential adjusting frame (42) through the supporting pulleys (441), and the longitudinal adjusting frame (44) is supported on the transverse adjusting frame (43) through the supporting pulleys (441), the supporting pulley (441) on the transverse adjusting frame (43) is not in the same straight line with the supporting pulley (441) on the longitudinal adjusting frame (44), and a locking bolt (442) is arranged on the supporting pulley (441).
6. The open-cut reverse construction foundation pit permanent-temporary combined supporting construction method of the large shield originating well according to claim 1, wherein in the step 3, the quick and easy closing-up net is fixed on the surface of the crown beam (81) by using fixing nails (87), and the fixing nails are inserted into concrete of the crown beam (81).
7. The open-cut reverse construction foundation pit permanent-temporary combined supporting construction method of the large shield originating well according to claim 1, characterized in that in the step 5, the hoisting hole (72) is closed in an operation period.
8. The open-cut reverse construction foundation pit permanent-temporary combined supporting construction method of the large shield originating well according to claim 1, wherein in the step 5, the inner lining walls (3) are constructed in sections from top to bottom, seams (31) are arranged between the inner lining walls (3) of adjacent sections, the seams (31) are inclined outwards, and thickened waterproof layers (32) are arranged outside the seams (31).
9. The utility model provides a big shield constructs open cut of well that starts and moves back to do ultra-deep foundation ditch and face forever and combine supporting construction which characterized in that: the open cut and reverse construction foundation pit temporary-temporary combined supporting construction method of the large shield originating well according to any one of claims 1 to 6.
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| CN114525808B (en) * | 2022-02-25 | 2024-04-16 | 北京住总集团有限责任公司 | Deep foundation pit edge gantry crane ground beam construction method |
| CN114875972B (en) * | 2022-04-21 | 2024-06-25 | 中铁隧道集团二处有限公司 | Construction method for open cut reverse foundation pit main structure |
| CN115354739B (en) * | 2022-08-05 | 2023-07-21 | 中冶集团武汉勘察研究院有限公司 | Permanent-face combined basement structure and construction method thereof |
| CN115506375B (en) * | 2022-11-04 | 2023-11-03 | 浙江交工地下工程有限公司 | Excavation supporting system for U-shaped groove foundation pit close to bridge pile foundation and construction method |
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| SU857349A1 (en) * | 1979-11-05 | 1981-08-23 | Ордена Трудового Красного Знамени Научно-Исследовательский Институт Оснований И Подземных Сооружений Им. Н.М.Герсеванова | Method of erecting piles in subsided or swelling grounds |
| CN201258496Y (en) * | 2008-08-11 | 2009-06-17 | 上海市机械施工有限公司 | One-column and one-pile correcting device |
| CN101509263A (en) * | 2009-03-09 | 2009-08-19 | 上海隧道工程股份有限公司 | Digging method foundation pit structure of steel cover and plate cover, and construction method |
| CN109706939B (en) * | 2019-01-14 | 2020-09-15 | 杭州江润科技有限公司 | Deep foundation pit prestress combined steel support and construction method |
| CN111576431A (en) * | 2020-05-25 | 2020-08-25 | 中铁隧道局集团有限公司 | Excavation method for foundation pit of four-layer subway station |
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