CN115012947A - Reverse construction method assembly type vertical shaft and construction method thereof - Google Patents
Reverse construction method assembly type vertical shaft and construction method thereof Download PDFInfo
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- CN115012947A CN115012947A CN202210572070.9A CN202210572070A CN115012947A CN 115012947 A CN115012947 A CN 115012947A CN 202210572070 A CN202210572070 A CN 202210572070A CN 115012947 A CN115012947 A CN 115012947A
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- 238000010276 construction Methods 0.000 title claims abstract description 33
- 239000002689 soil Substances 0.000 claims abstract description 55
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 53
- 239000010959 steel Substances 0.000 claims abstract description 53
- 239000010410 layer Substances 0.000 claims description 58
- 238000009412 basement excavation Methods 0.000 claims description 17
- 238000000034 method Methods 0.000 claims description 14
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 9
- 239000002356 single layer Substances 0.000 claims description 9
- 238000005266 casting Methods 0.000 claims description 8
- 238000011065 in-situ storage Methods 0.000 claims description 8
- 230000002787 reinforcement Effects 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 5
- 230000000149 penetrating effect Effects 0.000 claims description 5
- 238000009415 formwork Methods 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 239000002344 surface layer Substances 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 claims description 2
- 239000011440 grout Substances 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 abstract description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/11—Lining shafts; Linings therefor with combinations of different materials, e.g. wood, metal, concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/02—Sinking shafts by hand
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/03—Sinking shafts mechanically, e.g. by loading shovels or loading buckets, scraping devices, conveying screws
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D1/00—Sinking shafts
- E21D1/08—Sinking shafts while moving the lining downwards
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/12—Accessories for making shaft linings, e.g. suspended cradles, shutterings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D7/00—Shaft equipment, e.g. timbering within the shaft
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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
- Y02E10/20—Hydro energy
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- Life Sciences & Earth Sciences (AREA)
- Mechanical Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Wood Science & Technology (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses a reverse construction method assembly type vertical shaft and a construction method thereof.A well mouth is a locking beam, a well wall is a plurality of layers of annular structures, a well bottom is a bottom plate, and the locking beam and all the annular structures are vertically reinforced and connected between adjacent layers through a ring beam; each layer of ring-shaped structure is formed by splicing a plurality of sections of prefabricated well walls and a section of cast-in-place well wall, each prefabricated well wall is in an arc sheet shape, the outer side of each prefabricated well wall is narrow at the top and wide at the bottom, the inner side of each prefabricated well wall is provided with a reserved steel bar at the top and bottom, prestressed pipelines are distributed in the left and right directions, small guide pipe reserved holes are distributed in the inner and outer directions, the prefabricated well walls on the same layer are connected through steel strands in a pre-tightening mode, the prefabricated well walls and soil bodies are connected through small guide pipe grouting in a reinforcing mode, the locking opening beam, all the prefabricated well walls and the bottom plate are connected through the reserved steel bars between adjacent layers, and the ring beam steel bars are connected with the reserved steel bars on the upper layer and the lower layer respectively and are poured together with the cast-in-place well wall on the lower layer. The invention has simple structure, short construction period, reliable connection between the ring and the vertical, tight connection with the soil body and less settlement.
Description
Technical Field
The invention belongs to the field of civil construction, and particularly relates to a reverse construction method fabricated vertical shaft and a construction method thereof.
Background
The underground shaft is widely applied to pipe jacking and underground excavation channels, wherein when a pipe jacking pipeline is newly built in a city, a conventional cast-in-place concrete shaft is adopted, so that the casting quality is not uniform, the construction period is long, the urban road is inevitably occupied for a long time, and the traffic is influenced. Although it is possible to shorten the construction period by prefabricating the spliced shaft, the prefabricated spliced shaft has the following problems: 1) the annular and vertical connection of the sheet-shaped prefabricated structure is unreliable, and the integrity is poor; 2) when the sheet-shaped prefabricated structure is embedded in the soil body, a gap is generated between the sheet-shaped prefabricated structure and the soil body, and the frictional resistance of the side wall is insufficient, so that the integral stress is not facilitated; 3) the prefabricated construction is easy vertical settlement in the excavation process, causes the skew.
Disclosure of Invention
The invention aims to provide a reverse construction method fabricated vertical shaft and a construction method thereof.
The technical scheme adopted by the invention is as follows:
a top-down method fabricated shaft is characterized in that a well mouth is a vertically stressed and cast-in-place locking beam, a well wall is a plurality of layers of sequentially vertical downward annular structures, a well bottom is a cast-in-place bottom plate, and the locking beam and all the annular structures are vertically reinforced and connected at the inner side angle positions between adjacent layers through ring beams; each layer of ring-shaped structure is formed by splicing a plurality of sections of prefabricated well walls and a section of cast-in-place well wall, each prefabricated well wall is in an arc sheet shape, the outer side of each prefabricated well wall is narrow at the top and wide at the bottom, the inner side of each prefabricated well wall is provided with a reserved steel bar at the top and bottom, prestressed pipelines are distributed in the left and right directions, small guide pipe reserved holes are distributed in the inner and outer directions, steel strands penetrating through the prestressed pipelines in the circumferential direction are connected between the same layer of prefabricated well walls in a pre-tightening mode, the prefabricated well walls are connected with soil bodies through small guide pipe grouting penetrating through the small guide pipe reserved holes in the circumferential direction, the opening locking beams, all the prefabricated well walls and the bottom plates are connected between the adjacent layers through the reserved steel bars, and ring beam steel bars are connected with the reserved steel bars on the upper layer and the lower layer of prefabricated well walls respectively and are poured together with the cast-in-place well walls on the lower layer.
Furthermore, the section size of the fore shaft beam is 0.9-1.5 m wide and 0.7-1 m high; the height H of the prefabricated well wall is 1-1.5 m, the width B of the prefabricated well wall is 1.5-2 m, the thickness S1 of the upper end including the notch is 0.35-0.5 m, the thickness S2 of the lower end including the notch is 0.7-1.2 m, S2/S1 is 1.3-2, the thickness of the reserved steel bar area is S3, and S3/S1 is 0.5-0.8.
Furthermore, the prestressed pipelines are uniformly distributed on the cross section of the prefabricated well wall, the tail parts of the prestressed pipelines are extended inner bell sockets, and the tail parts of the prestressed pipelines can be butted into the head parts of the corresponding prestressed pipelines after the same-layer adjacent prefabricated well wall is installed.
Furtherly, the diameter of little pipe preformed hole is 45 ~ 55mm, from the outside below slope of interior top, and the gradient is 30 ~ 45, and every section prefabricated wall of a well is vertical to be no less than 3, when the prefabricated wall of a well width is greater than 1.5m, sets up two rows along width direction.
Furthermore, the prefabricated well wall is made of C30 concrete, and the strength of the concrete of the ring beams and the cast-in-place well wall is not less than C30.
The construction method of the reverse construction method assembly type vertical shaft comprises the following steps:
s1, constructing a fore shaft beam: the method comprises the following steps of (1) carrying out point taking and lofting on a shaft contour line, measuring a central line and a side line of a fore shaft beam, tamping a surface layer soil body and constructing a cushion layer after earthwork is excavated to the elevation of the bottom of the fore shaft beam, binding fore shaft beam reinforcing steel bars, arranging reserved reinforcing steel bars at the lower corners of the inner sides, installing a ring beam template, and pouring concrete after the fore shaft beam is supported by the formwork;
s2, excavating earthwork, and installing a well wall and a small guide pipe: the method comprises the following steps that an underground soil body is excavated in a layering mode through small equipment, the well wall soil body is excavated manually, the soil body is trimmed according to the outline of a prefabricated well wall, after earthwork excavation is completed, the prefabricated well wall is installed in a segmenting mode through manual cooperation machinery in time, steel strands penetrate into a prestressed pipeline before the prefabricated well wall is installed, reserved steel bars at the upper end of the prefabricated well wall and reserved steel bars at the lower end of an upper layer structure are welded and positioned in time, a small guide pipe is inserted into a small guide pipe reserved hole to enter the soil body, and displacement of the prefabricated well wall is avoided;
s3, prestress tension: after the single-layer prefabricated well wall is installed, a reserved section of cast-in-place well wall is used as a tensioning operation surface, steel strands are tensioned through tensioning equipment, firm connection and no looseness between the prefabricated well walls are ensured after tensioning is completed, and grouting is carried out in time in the prestressed pipeline until the hole is filled;
s4, ring beam pouring, and backfilling and grouting small guide pipes: the ring beam main reinforcement penetrates through the ring beam along the circumferential direction and is bound with the reserved steel bars of the upper layer and the lower layer, a template is erected and is poured together with the cast-in-place well wall of the lower layer, the small guide pipe is backfilled and grouted after the strength of the ring beam reaches a certain degree, and grout is backfilled in a hole between the well wall and the soil body of the side wall;
s5, casting a bottom in situ: and repeating the steps from S2 to S4 until the construction is carried out to the bottom of the well, binding the steel bars of the bottom plate with the reserved steel bars of the prefabricated well wall, and casting the concrete on the bottom plate in situ.
Furthermore, when the well wall soil body is excavated manually, random expanding excavation is strictly forbidden, the expanding excavation in the height direction is not more than 5cm, and the expanding excavation in the thickness direction is not more than 5 cm.
Further, when the small guide pipes are installed, if the soil body self-stability is good, the soil body of the single-layer well wall is excavated and the small guide pipes are uniformly inserted after the installation of the single-layer prefabricated well wall is completed; if the soil body self-stability is poor, excavating a section of well wall soil body, then installing a section of prefabricated well wall, then timely inserting a small guide pipe and carrying out double-liquid grouting reinforcement.
Furthermore, when small guide pipes are uniformly inserted, grouting is symmetrically performed from two ends to the middle.
Furthermore, the stretching sequence of the steel strand is that the middle position is stretched first, and then the upper and lower positions are stretched.
The invention has the beneficial effects that:
the invention has simple structure, short construction period, reliable connection between the ring and the vertical, tight connection with the soil body and smaller sedimentation: the fore shaft beam, the prefabricated well wall and the bottom plate are connected among adjacent layers through reserved steel bars, the fore shaft beam and all the annular structures are vertically and fixedly connected among the adjacent layers through ring beams, and the ring beam steel bars are respectively connected with the reserved steel bars on the upper layer and the lower layer and are poured together with the cast-in-place well wall on the lower layer; the same-layer prefabricated well walls are connected by steel strands in a pre-tightening manner, and the arrangement enables the same-layer prefabricated well walls to form a whole, so that the lateral rigidity is enhanced, the lateral deformation is resisted, and the problem of circumferential connection of the prefabricated well walls is solved; the prefabricated well wall and the soil body are connected through small guide pipes in a grouting and reinforcing mode, the prefabricated well wall and the soil body are kept in close contact, the structural stress is more stable, the frictional resistance between the well wall and the soil body can be increased, the strength of the soil body around the well is improved, and the problem that a hole exists between the prefabricated well wall and the soil body is solved; the prefabricated well wall is narrow at the top and wide at the bottom, and due to the arrangement, a part of vertical load of the prefabricated well wall is transferred to a side soil body to form a stable vertical stress body, so that the problem of vertical settlement of a vertical shaft structure in the excavation process is solved.
Drawings
Fig. 1 is a vertical sectional view of a top-down fabricated shaft in an embodiment of the present invention.
Fig. 2 is a cross-sectional view of a reverse-mount shaft in an embodiment of the invention.
FIG. 3 is a cross-sectional view of a prefabricated well wall in an embodiment of the present invention.
FIG. 4 is an elevation view of a prefabricated well wall in an embodiment of the present invention.
In the figure: 1-earth surface; 2-a fore shaft beam; 3, prefabricating a well wall; 4-ring beam; 5-prestressed pipe; 6-small catheter; 7-a bottom plate; 8-casting well wall in situ; 9-steel strand anchoring end; 10-steel strand tensioning end; 11-reserving reinforcing steel bars; 12-small catheter preformed hole; 13-internal bell and spigot.
Detailed Description
The invention is further described below with reference to the drawings and examples.
As shown in fig. 1 to 4, in the fabricated shaft of the reverse construction method, a well head is a vertically stressed and cast-in-place locking beam 1, a well wall is a plurality of layers of sequentially vertically downward annular structures, a well bottom is a cast-in-place bottom plate 7, and the locking beam 1 and all the annular structures are vertically reinforced and connected at the inner side angle positions between adjacent layers through a ring beam 4; each layer of ring structure is formed by splicing a plurality of sections of prefabricated well walls 3 and a section of cast-in-place well wall 8, each prefabricated well wall 3 is in an arc sheet shape, the outer side of each prefabricated well wall is narrow at the top and wide at the bottom, the inner side of each prefabricated well wall is provided with a reserved steel bar 11 at the top and bottom, the left and right directions of each prefabricated well wall are provided with prestressed pipelines 5, the inner and outer directions of each prefabricated well wall are provided with small guide pipe reserved holes 12, the prefabricated well walls 3 on the same layer are connected with the prefabricated well walls 3 on the same layer in a pre-tightening mode through steel strands which penetrate through the prestressed pipelines 5 in the circumferential direction, the prefabricated well walls 3 and a soil body are connected through small guide pipes 6 which penetrate through the small guide pipe reserved holes 12 in a grouting mode, the locking opening beam 1, all the prefabricated well walls 3 and the bottom plate 7 are connected through the reserved steel bars 11 on the adjacent layers, and the ring beams 4 are connected with the reserved steel bars 11 on the upper layer and the lower layer respectively and are poured together with the cast-in-place well walls 8 on the lower layer.
In the embodiment, the section size of the fore shaft beam 1 is 0.9-1.5 m wide and 0.7-1 m high; the height H of the prefabricated well wall 3 is 1-1.5 m, the width B of the prefabricated well wall is 1.5-2 m, the thickness S1 of the upper end including the notch is 0.35-0.5 m, the thickness S2 of the lower end including the notch is 0.7-1.2 m, S2/S1 is 1.3-2, the thickness of the reserved steel bar 11 area is S3, and S3/S1 is 0.5-0.8. The size is the optimal size provided by the invention, factors such as manufacturing, transportation, installation, stress and the like are comprehensively considered, of course, the actual size of the fore shaft beam 1 can be adjusted according to the well depth and the thickness of the well wall, and the actual size of the prefabricated well wall 3 can be adjusted according to the size of the vertical well, the geological condition and the self-stability of the soil body.
As shown in fig. 3 and 4, in this embodiment, the prestressed pipes 5 are uniformly distributed on the cross section of the prefabricated well wall 3, the tails of the prestressed pipes 5 are extended female sockets 13, and the tails of the prestressed pipes 5 can be butted into the corresponding heads of the prestressed pipes 5 after the adjacent prefabricated well walls 3 on the same layer are installed, so that a large gap is not generated between the well walls due to the joints, and slurry leakage is avoided.
In this embodiment, the diameter of little pipe preformed hole 12 is 45 ~ 55mm, from the outside below slope of interior top, and the gradient is 30 ~ 45, and 3 vertical being no less than 3 of every section prefabricated wall of a well, when the prefabricated wall of a well 3 width is greater than 1.5m, sets up two rows along the width direction, ensures to connect firmly.
In the embodiment, the prefabricated well wall 3 is made of C30 concrete, and the strength of the ring beam 4 and the cast-in-situ well wall 8 is not less than that of C30.
The construction method of the reverse construction method assembly type vertical shaft comprises the following steps:
s1. construction fore shaft beam 1
The method comprises the steps of taking points and lofting a shaft contour line, measuring a central line and a side line of a fore shaft beam 1, tamping a surface layer soil body and constructing a cushion layer after earthwork is excavated to the elevation of the bottom of the fore shaft beam 1, binding reinforcing steel bars of the fore shaft beam 1, arranging reserved reinforcing steel bars 11 and a template of an installation ring beam 4 at the lower corners of the inner side, and pouring concrete after formwork erection of the fore shaft beam 1.
S2, excavating earthwork, installing a well wall and a small guide pipe 6
The soil body in the well is excavated in layers by adopting small-sized equipment, the soil body of the well wall is excavated manually, the soil body is trimmed according to the outline of the prefabricated well wall 3, after the earthwork excavation is finished, the prefabricated well wall 3 is installed in a segmented mode in time by manually cooperating machinery, a steel strand is penetrated into the prestressed pipeline 5 before the prefabricated well wall 3 is installed, a reserved steel bar 11 at the upper end of the prefabricated well wall 3 and a reserved steel bar 11 at the lower end of an upper-layer structure are welded and positioned in time, a small conduit 6 is inserted into a small conduit reserved hole 12 to enter the soil body, and the prefabricated well wall 3 is prevented from displacing;
when a well wall soil body is excavated manually, random expanding excavation is strictly forbidden, the expanding excavation in the height direction is not more than 5cm, and the expanding excavation in the thickness direction is not more than 5 cm;
when the small guide pipes 6 are installed, if the soil body self-stability is good, after the excavation of the soil body of the single-layer well wall is finished and the installation of the single-layer prefabricated well wall 3 is finished, the small guide pipes 6 are uniformly inserted, and the grouting sequence is symmetrically implemented from two ends to the middle when the small guide pipes 6 are uniformly inserted; if the soil body self-stability is poor, excavating a section of well wall soil body, mounting a section of prefabricated well wall 3, inserting the small guide pipe 6 in time and carrying out double-liquid grouting reinforcement.
S3, prestress tension
After the single-layer prefabricated well wall 3 is installed, a reserved section of cast-in-place well wall 8 is used as a tensioning operation surface, steel strands are tensioned through tensioning equipment (such as a jack), firm connection and no looseness between the prefabricated well walls 3 are ensured after tensioning is completed, and grouting is carried out in time in the prestressed pipeline 5 until a pore space is filled;
the steel strand is stretched in the sequence that the middle part is stretched first and then the upper part and the lower part are stretched.
S4, pouring a ring beam 4, and backfilling and grouting a small guide pipe 6
And (3) penetrating main bars of the ring beam 4 in the circumferential direction, binding the main bars with the reserved steel bars 11 of the upper layer and the lower layer, erecting a template, pouring the template together with the cast-in-place well wall 8 of the lower layer, backfilling and grouting the small guide pipes 6 after the strength of the ring beam 4 reaches a certain degree (for example, 75% of the design strength), and backfilling the gaps between the well wall and the side wall soil body with slurry.
S5, casting the back cover in situ
And repeating the steps S2 to S4 until the construction is carried out to the bottom of the well, binding the reinforcing steel bars of the bottom plate 7 with the reserved reinforcing steel bars 11 of the prefabricated well wall 3, and casting the concrete on the bottom plate 7 in situ.
The invention has simple structure, short construction period, reliable connection between the ring and the vertical, tight connection with the soil body, and no settlement: the fore shaft beam 1, the prefabricated well wall 3 and the bottom plate 7 are connected among adjacent layers through reserved steel bars 11, the fore shaft beam 1 and all annular structures are vertically reinforced and connected among the adjacent layers through ring beams 4, the ring beams 4 are respectively connected with the reserved steel bars 11 on the upper layer and the lower layer and are poured together with the cast-in-place well wall 8 on the lower layer, the overall vertical stability is enhanced, and the problem of vertical connection of the well wall is solved; the same-layer prefabricated well walls 3 are connected by steel strands in a pre-tightening manner, and the arrangement enables the same-layer prefabricated well walls 3 to form a whole, so that the lateral rigidity is enhanced, the lateral deformation is resisted, and the problem of circumferential connection of the prefabricated well walls 3 is solved; the prefabricated well wall 3 is connected with the soil body in a grouting reinforcement mode through the small guide pipe 6, the prefabricated well wall 3 and the soil body are kept in close contact with each other due to the arrangement, the structural stress is more stable, the frictional resistance between the well wall and the soil body can be increased, the strength of the soil body around the well is improved, and the problem that a gap exists between the prefabricated well wall 3 and the soil body is solved; the outer side of the prefabricated well wall 3 is narrow at the top and wide at the bottom, and due to the arrangement, a part of the vertical load of the prefabricated well wall 3 is transferred to the side soil body to form a stable vertical stress body, so that the problem of vertical settlement of a vertical shaft structure in the excavation process is solved.
It will be understood that modifications and variations can be made by persons skilled in the art in light of the above teachings and all such modifications and variations are intended to be included within the scope of the invention as defined in the appended claims.
Claims (10)
1. A reverse construction assembled shaft characterized in that: the well mouth is a vertically stressed and cast-in-place locking beam, the well wall is a plurality of layers of sequentially vertical downward annular structures, the well bottom is a cast-in-place bottom plate, and the locking beam and the inner side angle positions of all the annular structures between the adjacent layers are vertically reinforced and connected through a ring beam; each layer of ring-shaped structure is formed by splicing a plurality of sections of prefabricated well walls and a section of cast-in-place well wall, each prefabricated well wall is in an arc sheet shape, the outer side of each prefabricated well wall is narrow at the top and wide at the bottom, the inner side of each prefabricated well wall is provided with a reserved steel bar at the top and bottom, prestressed pipelines are distributed in the left and right directions, small guide pipe reserved holes are distributed in the inner and outer directions, steel strands penetrating through the prestressed pipelines in the circumferential direction are connected between the same layer of prefabricated well walls in a pre-tightening mode, the prefabricated well walls are connected with soil bodies through small guide pipe grouting penetrating through the small guide pipe reserved holes in the circumferential direction, the opening locking beams, all the prefabricated well walls and the bottom plates are connected between the adjacent layers through the reserved steel bars, and ring beam steel bars are connected with the reserved steel bars on the upper layer and the lower layer of prefabricated well walls respectively and are poured together with the cast-in-place well walls on the lower layer.
2. The top-down fabricated shaft of claim 1, further comprising: the cross section of the fore shaft beam is 0.9-1.5 m wide and 0.7-1 m high; the height H of the prefabricated well wall is 1-1.5 m, the width B of the prefabricated well wall is 1.5-2 m, the thickness S1 of the upper end including the notch is 0.35-0.5 m, the thickness S2 of the lower end including the notch is 0.7-1.2 m, S2/S1 is 1.3-2, the thickness of the reserved steel bar area is S3, and S3/S1 is 0.5-0.8.
3. The top-down fabricated shaft of claim 1, further comprising: the prestressed pipelines are uniformly distributed on the cross section of the prefabricated well wall, the tail parts of the prestressed pipelines are extended inner bell sockets, and the tail parts of the prestressed pipelines can be butted into the head parts of the corresponding prestressed pipelines after the same-layer adjacent prefabricated well wall is installed.
4. The reverse construction fabricated shaft of claim 1 wherein: the diameter of little pipe preformed hole is 45 ~ 55mm, and the outside below slope in the follow, the gradient is 30 ~ 45, and every section prefabricated wall of a well is vertical to be no less than 3, when the prefabricated wall of a well width is greater than 1.5m, sets up two rows along width direction.
5. The top-down fabricated shaft of claim 1, further comprising: the prefabricated well wall adopts C30 concrete, and the concrete strength of the ring beam and the cast-in-place well wall is not less than C30.
6. The method of constructing a reverse construction fabricated shaft according to any one of claims 1 to 5, wherein: comprises the steps of (a) carrying out,
s1, constructing a fore shaft beam: the method comprises the following steps of (1) carrying out point taking and lofting on a shaft contour line, measuring a central line and a side line of a fore shaft beam, tamping a surface layer soil body and constructing a cushion layer after earthwork is excavated to the elevation of the bottom of the fore shaft beam, binding fore shaft beam reinforcing steel bars, arranging reserved reinforcing steel bars at the lower corners of the inner sides, installing a ring beam template, and pouring concrete after the fore shaft beam is supported by the formwork;
s2, excavating earthwork, and installing a well wall and a small guide pipe: the method comprises the following steps that an underground soil body is excavated in a layering mode through small equipment, the well wall soil body is excavated manually, the soil body is trimmed according to the outline of a prefabricated well wall, after earthwork excavation is completed, the prefabricated well wall is installed in a segmenting mode through manual cooperation machinery in time, steel strands penetrate into a prestressed pipeline before the prefabricated well wall is installed, reserved steel bars at the upper end of the prefabricated well wall and reserved steel bars at the lower end of an upper layer structure are welded and positioned in time, a small guide pipe is inserted into a small guide pipe reserved hole to enter the soil body, and displacement of the prefabricated well wall is avoided;
s3, prestress tension: after the single-layer prefabricated well wall is installed, a reserved section of cast-in-place well wall is used as a tensioning operation surface, steel strands are tensioned through tensioning equipment, firm connection and no looseness between the prefabricated well walls are ensured after tensioning is completed, and grouting is carried out in time in the prestressed pipeline until the hole is filled;
s4, ring beam pouring, and backfilling and grouting small guide pipes: the ring beam main reinforcement penetrates through the ring beam along the circumferential direction and is bound with the reserved steel bars of the upper layer and the lower layer, a template is erected and is poured together with the cast-in-place well wall of the lower layer, the small guide pipe is backfilled and grouted after the strength of the ring beam reaches a certain degree, and grout is backfilled in a hole between the well wall and the soil body of the side wall;
s5, casting a bottom in situ: and repeating the steps from S2 to S4 until the construction is carried out to the bottom of the well, binding the steel bars of the bottom plate with the reserved steel bars of the prefabricated well wall, and casting the concrete on the bottom plate in situ.
7. The method for constructing the prefabricated vertical shaft of the reverse construction method according to claim 6, wherein: when the well wall soil body is excavated manually, random expanding excavation is strictly forbidden, the expanding excavation in the height direction is not more than 5cm, and the expanding excavation in the thickness direction is not more than 5 cm.
8. The method of constructing a reverse construction assembled shaft as claimed in claim 6, wherein: when the small guide pipe is installed, if the soil body self-stability is good, the soil body of the single-layer well wall is excavated and the small guide pipe is uniformly inserted after the installation of the single-layer prefabricated well wall is completed; if the soil body self-stability is poor, excavating a section of well wall soil body, then installing a section of prefabricated well wall, then inserting a small guide pipe in time and carrying out double-liquid grouting reinforcement.
9. The method of constructing a reverse construction assembled shaft as claimed in claim 8, wherein: when small guide pipes are uniformly inserted, grouting is symmetrically performed from two ends to the middle.
10. The method of constructing a reverse construction assembled shaft as claimed in claim 6, wherein: the steel strand is stretched in the sequence that the middle part is stretched first and then the upper part and the lower part are stretched.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117072173A (en) * | 2023-10-16 | 2023-11-17 | 中国建筑第四工程局有限公司 | Reverse building structure of vertical shaft and construction method thereof |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117072173A (en) * | 2023-10-16 | 2023-11-17 | 中国建筑第四工程局有限公司 | Reverse building structure of vertical shaft and construction method thereof |
| CN117072173B (en) * | 2023-10-16 | 2023-12-19 | 中国建筑第四工程局有限公司 | Reverse building structure of vertical shaft and construction method thereof |
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