CN107794946B - Underground comprehensive pipe rack structure deeply buried in soft soil and construction method thereof - Google Patents
Underground comprehensive pipe rack structure deeply buried in soft soil and construction method thereof Download PDFInfo
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- CN107794946B CN107794946B CN201711215280.8A CN201711215280A CN107794946B CN 107794946 B CN107794946 B CN 107794946B CN 201711215280 A CN201711215280 A CN 201711215280A CN 107794946 B CN107794946 B CN 107794946B
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- 238000010276 construction Methods 0.000 title claims abstract description 59
- 239000002689 soil Substances 0.000 title claims abstract description 38
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 52
- 239000010959 steel Substances 0.000 claims abstract description 52
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 43
- 238000004873 anchoring Methods 0.000 claims abstract description 14
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 8
- 230000002787 reinforcement Effects 0.000 claims description 67
- 239000004567 concrete Substances 0.000 claims description 39
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 16
- 239000010410 layer Substances 0.000 claims description 13
- 238000009826 distribution Methods 0.000 claims description 9
- 238000011065 in-situ storage Methods 0.000 claims description 5
- 239000002356 single layer Substances 0.000 claims description 5
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 8
- 230000000149 penetrating effect Effects 0.000 abstract 1
- 230000003014 reinforcing effect Effects 0.000 description 5
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 2
- 238000009933 burial Methods 0.000 description 2
- 239000004927 clay Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002513 implantation Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000010802 sludge Substances 0.000 description 1
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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
- E02D29/10—Tunnels or galleries specially adapted to house conduits, e.g. oil pipe-lines, sewer pipes ; Making conduits in situ, e.g. of concrete ; Casings, i.e. manhole shafts, access or inspection chambers or coverings of boreholes or narrow wells
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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
Abstract
The invention provides an underground comprehensive pipe rack structure deeply buried in soft soil and a construction method thereof. The underground pipe gallery structure is a reinforced concrete box-type structure taking an underground continuous wall which is buried in deep soft soil below 10m as a side wall, and is connected with a pipe gallery bottom plate and a top plate by arranging a hidden beam, a crown beam and a reinforcing steel bar connector on the underground continuous wall, wherein a lining wall and the underground continuous wall are arranged in the underground continuous wall to be integrated as an underground pipe gallery side wall; the elevation of the top of the underground continuous wall is the same as the elevation of the bottom of the top plate of the underground comprehensive pipe gallery, and the stressed steel bars of the top plate are connected with the anchoring bars of the top of the underground continuous wall through crown beams to form the top plate of the comprehensive pipe gallery; and a hidden beam is arranged at the position on the underground continuous wall corresponding to the comprehensive pipe rack bottom plate and is connected with the comprehensive pipe rack bottom plate through a reinforcing steel bar connector, so that the comprehensive pipe rack bottom plate is formed. The invention solves the problem that the underground comprehensive pipe gallery is easy to generate uneven settlement when penetrating through deep soft soil, reduces the foundation pit supporting cost, and has simple, convenient, quick, economical and reasonable construction process.
Description
Technical Field
The invention relates to the technical field of underground comprehensive pipe rack engineering, in particular to an underground comprehensive pipe rack structure deeply buried in soft soil and a construction method thereof.
Background
With the continuous progress of society, underground utility tunnel is vigorously developed all over the country. The underground comprehensive pipe gallery is used for laying various pipe networks in cities, the bottom plate burial depth of the underground comprehensive pipe gallery is generally within 10m, the structure of the comprehensive pipe gallery is a porous reinforced concrete box culvert, and the common construction method is that foundation pit supporting is carried out within 10m, earthwork is excavated to the bottom of the comprehensive pipe gallery, and then cushion layer and reinforced concrete structure construction is carried out until the underground comprehensive pipe gallery is completed. However, for the underground comprehensive pipe gallery with the bottom plate buried depth exceeding 10m in the deep soft soil stratum, according to the conventional construction method, namely, foundation pit support is firstly carried out, and then structural construction is carried out, because the underground continuous wall or pile row is adopted to carry out ultra-deep foundation pit support in the deep soft soil, the cost is high, the construction difficulty is high, the construction period is long, and meanwhile, the construction method is limited by the narrow site, so that the conventional method cannot be implemented. The method is implemented by adopting a tunnel shield method or a pipe jacking method, and the economical efficiency is not advantageous.
Disclosure of Invention
According to the defects of the prior art, the invention provides the underground comprehensive pipe rack structure deeply buried in soft soil and the construction method thereof, wherein the underground comprehensive pipe rack structure adopts the underground continuous wall as two side walls of the pipe rack, and the connection of the continuous wall with the bottom plate and the top plate of the pipe rack is realized by arranging the hidden beam and the reinforcing steel bar connector, and the underground continuous wall is used as the foundation of the underground comprehensive pipe rack in the deep soft soil on one hand, bears the load of the comprehensive pipe rack and the soil body at the upper part, and is used as the lateral enclosure structure for excavating the deep soft soil to form a foundation pit on the other hand, so that the supporting cost of the foundation pit is reduced.
The technical scheme provided by the invention is as follows: the utility model provides an underground utility tunnel structure buried deeply in weak soil, is by burying in the underground soft soil below left and right underground continuous wall and piping lane bottom plate, piping lane top plate enclose to establish and form, is buried underground the hidden girder in left and right underground continuous wall and piping lane bottom plate junction, hidden girder is connected with piping lane bottom plate through the reinforcing bar connector, is equipped with the hat beam at left and right underground continuous wall top, the both ends of piping lane roof are connected with the hat beam at left and right underground continuous wall top respectively, the reinforcing bar connector comprises L type connection principal bar and straight thread connector, and the L type connection principal bar of every reinforcing bar connector is fixed on the steel reinforcement cage of underground continuous wall to be connected with one of them of straight thread connector, the other end of straight thread connector stretches out the steel reinforcement cage principal bar of underground continuous wall outward, and is connected with corresponding piping lane bottom plate principal bar; the steel bar connector is fixed in the underground diaphragm wall after concrete of the underground diaphragm wall is poured.
The invention has the preferable technical scheme that: the inner sides of the left underground continuous wall and the right underground continuous wall are respectively provided with an inner lining wall, and the left underground continuous wall, the right underground continuous wall, the hidden beams, the inner lining wall, the pipe gallery bottom plate, the pipe gallery top plate and the crown beams are all cast-in-situ reinforced concrete structures; the thickness of the lining wall is 200mm-300mm, and the lining steel bars adopt single-layer steel bar meshes with the diameter of 8mm-12mm, and the spacing is 150-200mm.
The invention has the preferable technical scheme that: the method is characterized in that the straight thread connectors extend out of the main reinforcement of the reinforcement cage of the underground diaphragm wall by 25-40mm, the number and the distribution positions of the reinforcement connectors of each side of the underground diaphragm wall are matched with the number and the distribution positions of the main reinforcement of the pipe gallery bottom plate, and when earthwork is excavated to the construction bottom plate below the comprehensive pipe gallery bottom plate, the concrete protection layers at the positions corresponding to the reinforcement connectors are stripped through electric drills, the straight thread connectors are exposed, and the straight thread connectors are connected with the main reinforcement of the comprehensive pipe gallery bottom plate.
The invention has the preferable technical scheme that: the wall thickness of the left and right underground continuous walls is 800-1000 mm, and the length is not less than 25m.
The invention has the preferable technical scheme that: the elevation of the wall tops of the left and right underground continuous walls and the pipe gallery top plate are in a flat plate shape or an arch shape, the crown beam is arranged at the top of the underground continuous wall, the height of the crown beam is 1200-1400 mm, the width of the crown beam is 1100-1200 mm, and the crown beam and the pipe gallery top plate are cast together; the pipe gallery top plate is composed of top plate steel bars and top plates, and the top plate steel bars are connected with wall top anchoring bars of the left and right underground continuous walls through crown beams to form the comprehensive pipe gallery top plate.
The invention has the preferable technical scheme that: the reinforcement bars of the hidden beam and the reinforcement cages of the corresponding side continuous walls are bound at the same time, and the reinforcement cages along with the underground continuous walls are installed in the corresponding underground continuous wall groove sections and are connected with the underground continuous walls into a whole after concrete is poured; and a cushion layer is arranged at the bottom of the pipe gallery bottom plate.
The invention provides a construction method of an underground comprehensive pipe rack structure deeply buried in soft soil, which is characterized by comprising the following specific steps:
(1) Determining the construction position of the pipe gallery and the thickness and the length of the underground continuous wall serving as the left side wall and the right side wall of the pipe gallery according to the design requirements, wherein the thickness is 800-1000 mm, and the length is not less than 25m;
(2) Manufacturing reinforcement cages of the underground diaphragm walls on the side walls of the left pipe gallery and the right pipe gallery, binding hidden beam reinforcements and a plurality of reinforcement connectors at the joint of the reinforcement cages of the diaphragm walls and the bottom plate of the comprehensive pipe gallery, wherein each reinforcement connector consists of an L-shaped connecting main reinforcement and a straight thread connector, fixedly connecting one end of the straight thread connector with the transverse end of the L-shaped connecting main reinforcement, binding the hidden beam main reinforcement and the L-shaped connecting main reinforcement of each reinforcement connector with the main reinforcement of the reinforcement cage of the diaphragm wall together, and fixing the hidden beam main reinforcement through the hidden beam stirrups, wherein the straight thread connector of the reinforcement connector horizontally extends out of the main reinforcement of the reinforcement cage of the diaphragm wall by 25-40mm; the number, the specification and the distribution of the reinforcing steel bar connectors are matched with those of the main ribs of the comprehensive pipe rack bottom plate, so that each main rib of the comprehensive pipe rack bottom plate can correspond to one reinforcing steel bar connector;
(3) Digging underground diaphragm wall groove sections serving as the left side wall and the right side wall of the pipe gallery according to a conventional construction mode of the underground diaphragm wall, placing the diaphragm wall reinforcement cage bound with the hidden beam reinforcement and the reinforcement connector in the step (2) in the diaphragm wall groove sections, and pouring concrete to finish the construction of the left underground diaphragm wall and the right underground diaphragm wall;
(4) Excavating earthwork between the left underground continuous wall and the right underground continuous wall to a position 100mm below the design position of the bottom plate of the comprehensive pipe rack, and pouring concrete to the bottom surface position of the bottom plate of the pipe rack to form a bottom plate cushion layer 100 mm;
(5) Stripping surface concrete of the left and right continuous walls corresponding to the mounting position areas of the pipe gallery bottom plates, exposing straight thread connectors of the reinforcing steel bar connectors on the two continuous walls, then installing main ribs of the pipe gallery bottom plates, respectively connecting two ends of the main ribs of the pipe gallery bottom plates with the straight thread connectors on the left and right underground continuous walls, connecting the main ribs of the constructed left and right underground continuous walls through the reinforcing steel bar connectors, finally binding the main ribs of the pipe gallery bottom plates, erecting the pipe gallery bottom plate templates, pouring the concrete of the pipe gallery bottom plates, and completing construction of the pipe gallery bottom plates;
(6) Respectively constructing crown beams at the tops of the left and right underground continuous walls, after the steel bars of the crown beams are bound, starting to bind the steel bars of the pipe gallery top plate, binding both ends of the steel bars of the pipe gallery top plate and the wall top anchoring bars of the left and right underground continuous walls with the steel bars of the crown beams, after the steel bars are bound, supporting crown beam templates and the outer side templates of the pipe gallery top plate, and pouring crown beam concrete and pipe gallery top plate concrete;
(7) And after the concrete is poured, curing by airing water in time after final setting, and removing the template and the scaffold support system after the concrete reaches 100% of the design strength, thereby completing the construction of the underground comprehensive pipe gallery.
The invention has the preferable technical scheme that: constructing lining walls on the inner surfaces of left and right continuous walls serving as side walls of the pipe gallery after the construction of the bottom plate of the pipe gallery in the step (5) is completed, specifically, building a steel pipe scaffold supporting system, driving supporting steel bars into the left and right continuous walls, binding lining wall reinforcing steel bar meshes on the supporting steel bars, supporting lining wall templates, and pouring lining wall concrete to complete the construction of the lining walls of the left and right continuous walls; the thickness of the lining wall is 150-250 mm, and the lining steel bars adopt single-layer steel bar meshes with the diameter of 8-10 mm, and the spacing is 150-200mm.
The invention has the preferable technical scheme that: in the step (6), the crown beam construction is to excavate the soil layer at the top of the underground diaphragm wall and expose the wall top anchoring ribs at the top of the underground diaphragm wall, then tie the crown beam reinforcing steel bars with the wall top anchoring ribs of the underground diaphragm wall, and then tie the pipe gallery roof reinforcing steel bars with the crown beam reinforcing steel bars.
The invention uses a reinforced concrete box structure which is buried in deep soft soil below 10m and adopts an underground continuous wall as a side wall, is different from the conventional comprehensive pipe gallery in that two side walls adopt the underground continuous wall, and is connected with a pipe gallery bottom plate and a top plate by arranging hidden beams, crown beams and a reinforcing steel bar connector on the underground continuous wall, wherein two walls of an inner lining wall and the underground continuous wall are arranged in the underground continuous wall to be integrated as the side wall of the comprehensive pipe gallery; the elevation of the top of the underground continuous wall is the same as the elevation of the bottom of the top plate (the top plate can be a flat plate or an arch) of the underground comprehensive pipe gallery, and the stressed steel bars of the top plate are connected with the anchoring bars of the top of the underground continuous wall through crown beams to form the top plate of the comprehensive pipe gallery; and a hidden beam is arranged at the position on the underground continuous wall corresponding to the comprehensive pipe rack bottom plate and is connected with the comprehensive pipe rack bottom plate through a reinforcing steel bar connector, so that the comprehensive pipe rack bottom plate is formed. Through setting up hidden beam, roof beam and reinforcing bar connector on the underground continuous wall and being connected with piping lane bottom plate and roof, form cast-in-situ reinforcing bar utility tunnel, this kind of novel structure is applicable to the great deep soft soil stratum of burial depth, and the complex utility tunnel project of surrounding environment.
According to the invention, the underground continuous wall is adopted as two side walls of the comprehensive pipe rack, the problem of connection between the continuous wall and the bottom plate and the top plate of the comprehensive pipe rack is solved by arranging the hidden beams and the reinforcing steel bar connector, and the underground continuous wall is used as a foundation of the underground comprehensive pipe rack in deep soft soil to bear the loads of the comprehensive pipe rack and the soil body on the upper part, so that the problem that uneven settlement is easy to occur when the underground comprehensive pipe rack passes through the deep soft soil is solved; on the other hand, the method is used for excavating deep soft soil to form a lateral enclosure structure of the foundation pit, so that the supporting cost of the foundation pit is reduced; the construction process is simple, convenient, quick, economical and reasonable, and can be widely applied to engineering construction.
Drawings
FIG. 1 is a schematic diagram of the structure of the present invention;
fig. 2 is a schematic view of a rebar connector connection according to the present invention;
FIG. 3 is a schematic illustration of the attachment of a diaphragm wall to a piping lane ceiling of the present invention;
FIG. 4 is a schematic illustration of the connection of a diaphragm wall to a piping lane floor of the present invention.
Detailed Description
The invention is further described with reference to the above figures. The pipe gallery structure shown in fig. 1 is formed by enclosing left and right underground continuous walls 1 and 7 buried in deep soft soil below 10m, a pipe gallery bottom plate 3 and a pipe gallery top plate 2, wherein the wall thickness of the left and right underground continuous walls 1 and 7 is 800-1000 mm, and the length is not less than 25m. The hidden beams 8 are buried at the joints of the left and right underground continuous walls 1 and 7 and the pipe gallery bottom plate 3, the hidden beams 8 are connected with the pipe gallery bottom plate 3 through the steel bar connectors 5, as shown in fig. 2, the steel bar connectors 5 consist of L-shaped connecting main ribs 11 and straight thread connectors 10, the L-shaped connecting main ribs 11 of each steel bar connector 5 are fixed on the steel bar cages 12 of the underground continuous wall and are connected with one end of the straight thread connector 10, and the other ends of the straight thread connectors 10 extend out of the main ribs of the steel bar cages 12 of the underground continuous walls by 25-40mm and are connected with the corresponding main ribs 3-1 of the pipe gallery bottom plate; the steel bar connector 5 is fixed in the underground diaphragm wall after concrete of the underground diaphragm wall is poured. The number and the distribution positions of the reinforcing steel bar connectors 5 of each side underground diaphragm wall are matched with the number and the distribution positions of the main reinforcements of the pipe gallery bottom plate 3, and when earthwork is excavated to the construction bottom plate 3 below the comprehensive pipe gallery bottom plate 3, the concrete protection layer at the corresponding position of the reinforcing steel bar connectors 5 is stripped through an electric drill, the straight thread connector 10 is exposed, and the straight thread connector is connected with the main reinforcements of the comprehensive pipe gallery bottom plate 3.
As shown in fig. 1, inner lining walls 6 are respectively arranged on the inner sides of left and right underground continuous walls 1, 7, and the left and right underground continuous walls 1, 7, hidden beams 8, the inner lining walls 6, a pipe gallery bottom plate 3, a pipe gallery top plate 2 and a crown beam 4 are all cast-in-situ reinforced concrete structures; the thickness of the lining wall 6 is 200mm-300mm, and the lining steel bars adopt single-layer steel bar meshes with the diameter of 8mm-12mm, and the spacing is 150-200mm. The reinforcement cage of the hidden beam 8 and the reinforcement cage of the corresponding side continuous wall are bound at the same time, and the reinforcement cage 12 along with the underground continuous wall is installed in the corresponding underground continuous wall groove section and is connected with the underground continuous wall into a whole after concrete is poured; a cushion layer 13 is provided at the bottom of the piping lane bottom plate 3.
As shown in fig. 1, crown beams 4 are arranged at the tops of the left and right underground continuous walls 1 and 7, as shown in fig. 3, the crown beams 4 are arranged at the top of the underground continuous wall 1, the height is 1200-1400 mm, the width is 1100-1200 mm, and the crown beams 4 and the pipe gallery top plate 2 are formed by pouring together; the elevation of the wall tops of the left and right underground continuous walls 1 and 7 and the pipe gallery top plate 2 are in a flat plate shape or an arch shape, the pipe gallery top plate 2 consists of a top plate reinforcing steel bar 2-1 and a top plate 2-2, and the top plate reinforcing steel bar 2-1 is connected with the wall top anchoring ribs 9 of the left and right underground continuous walls 1 and 7 through crown beams 4 to form the comprehensive pipe gallery top plate 2.
The invention is described below with the practical case of water taking box culvert of 2X 1000MW ultra-supercritical coal-fired generator set engineering in the second stage of the electric power plant of Huarun (Tangshan Cao Feidian). The second-period distance from the water intake at the ocean end of the electric power plant of Huarun (Tangshan Cao Feidian) is 1500m, and the water is taken from a water taking box culvert buried under the ground by 17m through a box culvert bottom plate. The site is distributed with dredged sand, sea silt, fine silt, powdery clay and the like, the underground water is rich, the geological conditions are complex, and the position 20m away from the second-stage water taking box culvert on the south side is the first-stage water taking box culvert. The patent technology of the invention is adopted: the utility tunnel structure buried in soft soil well solves the problem of water taking box culvert of the second-stage power plant of the electric power of China (Tangshan Cao Feidian). The water taking box culvert is a form of an underground comprehensive pipe rack, and the concrete implementation steps are as follows:
(1) Setting two underground continuous walls with the thickness of 1m in deep blow-filled sand, sea sludge, silty soil and fine sand according to design requirements, taking the two continuous walls as side walls of a reinforced concrete box culvert, enabling the net distance between the two walls to be 10.4m, burying the wall tops of the underground continuous walls into the underground 11m, burying the wall bottoms into the underground 36m, setting 200mm lining walls in the walls, combining the two continuous walls with the underground continuous walls, taking the two continuous walls as water taking box culvert side walls, and installing a pipe gallery bottom plate on the underground continuous walls 5.5m away from the wall tops; the concrete method comprises the steps of firstly manufacturing a reinforcement cage of a left and right pipe gallery side wall underground diaphragm wall according to the specification of the diaphragm wall, binding hidden beam reinforcement bars and a plurality of reinforcement connectors 5 at the joint of the diaphragm wall reinforcement cage 12 and the comprehensive pipe gallery bottom plate 3, wherein each reinforcement connector consists of an L-shaped connecting main bar 11 and a straight thread connector 10, fixedly connecting one end of the straight thread connector 10 with the transverse end of the L-shaped connecting main bar 11, binding the hidden beam main bar 8-1 and the L-shaped connecting main bar 11 of each reinforcement connector with the main bar of the diaphragm wall reinforcement cage 12 together, and fixing the hidden beam main bar 8-1 through the hidden beam stirrup, wherein the straight thread connector 10 of the reinforcement connector horizontally extends out of the main bar of the underground diaphragm wall reinforcement cage 12 by 30mm; the number, the specification and the distribution of the steel bar connectors 5 are matched with those of the main ribs of the comprehensive pipe rack bottom plate, so that each main rib of the comprehensive pipe rack bottom plate can correspond to one steel bar connector;
(2) Digging underground diaphragm wall groove sections serving as the left side wall and the right side wall of the pipe gallery according to a conventional construction mode of the underground diaphragm wall, placing the diaphragm wall reinforcement cage bound with the hidden beam reinforcement and the reinforcement connector in the step (1) in the diaphragm wall groove sections, and pouring concrete to finish the construction of the left and right underground diaphragm walls 1 and 7;
(3) Excavating earthwork between the left underground continuous wall and the right underground continuous wall to a position 100mm below the design position of the bottom plate of the comprehensive pipe rack, and pouring concrete to the bottom surface position of the bottom plate of the pipe rack to form a bottom plate cushion layer 13 of 100 mm;
(4) Stripping surface concrete of the left and right underground continuous walls 1, 7 corresponding to the installation position areas of the pipe gallery bottom plates 3, exposing the straight thread connectors 10 of the reinforcing steel bar connectors 5 on the two continuous walls, installing the pipe gallery bottom plate main ribs 3-1, connecting the two ends of the pipe gallery bottom plate main ribs 3-1 with the straight thread connectors 10 of the left and right underground continuous walls 1, 7 respectively, connecting the pipe gallery bottom plate main ribs with the main ribs of the constructed left and right underground continuous walls through the reinforcing steel bar connectors, binding the pipe gallery bottom plate main ribs, supporting the pipe gallery bottom plate template, pouring the pipe gallery bottom plate concrete, and completing construction of the pipe gallery bottom plate 3;
(5) After the construction of the pipe gallery bottom plate 3 is completed, constructing lining walls 6 on the inner surfaces of the left and right underground continuous walls 1 and 7 serving as the side walls of the pipe gallery, specifically, building a steel pipe scaffold supporting system, then punching holes in the left and right continuous walls, implanting supporting steel bars, wherein the implantation interval of the supporting steel bars is 600mm, binding lining wall steel bar meshes on the supporting steel bars, wherein the lining steel bars adopt single-layer steel bar meshes with the diameter of 8mm, and the interval is 150mm; thirdly, supporting lining wall templates, pouring lining wall concrete to finish the construction of the left continuous wall lining wall 6 and the right continuous wall lining wall 6, wherein the thickness of the lining wall is 200mm;
(6) As shown in fig. 3, crown beams 4 are respectively constructed at the tops of left and right underground continuous walls 1 and 7, the crown beams 4 are constructed by firstly digging a soil layer at the top of the underground continuous wall, exposing wall top anchoring ribs 9 at the top of the underground continuous wall, binding crown beam reinforcing steel bars with the wall top anchoring ribs 9 at the underground continuous wall, after the reinforcing steel bars of the crown beams are bound, starting to bind pipe gallery roof reinforcing steel bars 2-1, binding both ends of the pipe gallery roof reinforcing steel bars 2-1 and the wall top anchoring ribs 9 of the left and right underground continuous walls with the crown beam reinforcing steel bars, after the reinforcing steel bars are bound, supporting crown beam templates and pipe gallery roof outside templates, and pouring crown beam concrete and pipe gallery roof concrete; the elevation of the wall top of the underground continuous wall is the same as the elevation of the two ends of the bottom of the arch roof 2 of the underground box culvert;
(7) And after the concrete is poured, curing by airing water in time after final setting, and removing the template and the scaffold support system after the concrete reaches 100% of the design strength, thereby completing the construction of the underground comprehensive pipe gallery.
According to the embodiment, the hidden beam, the crown beam and the steel bar connector are arranged on the underground continuous wall and are connected with the bottom plate and the top plate of the pipe gallery to form the cast-in-situ steel bar comprehensive pipe gallery, the structure is exactly suitable for the water taking box culvert project of the electric power Cao Feidian power plant, the problems that the soil condition is poor, the excavation depth reaches 17m, the water taking box culvert in the first period is only 20m away from the box culvert in the present period and the like are effectively solved; the embodiment not only solves the problem that the water taking box culvert is insufficient in vertical bearing in weak strata such as deep-blow filled sand, sea silt and the like, but also ensures that the underground diaphragm wall bears horizontal load generated by large excavation earthwork, thereby greatly reducing the cost of foundation pit support in the weak strata and deeply obtaining the good appreciation of the owner's Huarun electric power Cao Feidian limited company.
Claims (9)
1. A construction method of an underground comprehensive pipe rack structure deeply buried in soft soil is characterized by comprising the following steps of: the utility model discloses a pipe corridor structure is by burying left and right underground continuous wall (1, 7) and pipe corridor bottom plate (3), pipe corridor roof (2) below 10m in the deep weak soil and enclose to establish and form, has buried dark roof beam (8) in left and right underground continuous wall (1, 7) and pipe corridor bottom plate (3) junction, the concrete construction steps of pipe corridor structure are as follows:
(1) Determining the construction position of the pipe gallery and the thickness and the length of the underground continuous wall serving as the left side wall and the right side wall of the pipe gallery according to the design requirements, wherein the thickness is 800-1000 mm, and the length is not less than 25m;
(2) Manufacturing reinforcement cages of the underground diaphragm walls on the side walls of the left pipe gallery and the right pipe gallery, binding hidden beam reinforcements and a plurality of reinforcement connectors at the joint of the reinforcement cages of the diaphragm walls and the bottom plate of the comprehensive pipe gallery, wherein each reinforcement connector consists of an L-shaped connecting main reinforcement and a straight thread connector, one end of the straight thread connector is fixedly connected with the transverse end of the L-shaped connecting main reinforcement, the hidden beam main reinforcement and the L-shaped connecting main reinforcement of each reinforcement connector are bound with the main reinforcement of the reinforcement cage of the diaphragm wall, and the straight thread connector of each reinforcement connector horizontally extends out of the main reinforcement of the reinforcement cage of the diaphragm wall by 25-40mm; the number, the specification and the distribution of the reinforcing steel bar connectors are matched with those of the main ribs of the comprehensive pipe rack bottom plate, so that each main rib of the comprehensive pipe rack bottom plate can correspond to one reinforcing steel bar connector;
(3) Digging underground diaphragm wall groove sections serving as the left side wall and the right side wall of the pipe gallery according to a conventional construction mode of the underground diaphragm wall, placing the diaphragm wall reinforcement cage bound with the hidden beam reinforcement and the reinforcement connector in the step (2) in the diaphragm wall groove sections, and pouring concrete to finish the construction of the left underground diaphragm wall and the right underground diaphragm wall;
(4) Excavating earthwork between the left underground continuous wall and the right underground continuous wall to a position 100mm below the design position of the bottom plate of the comprehensive pipe rack, and pouring concrete to the bottom surface position of the bottom plate of the pipe rack to form a bottom plate cushion layer 100 mm;
(5) Stripping surface concrete of the left and right continuous walls corresponding to the mounting position areas of the pipe gallery bottom plates, exposing straight thread connectors of the reinforcing steel bar connectors on the two continuous walls, then installing main ribs of the pipe gallery bottom plates, respectively connecting two ends of the main ribs of the pipe gallery bottom plates with the straight thread connectors on the left and right underground continuous walls, connecting the main ribs of the constructed left and right underground continuous walls through the reinforcing steel bar connectors, finally binding the main ribs of the pipe gallery bottom plates, erecting the pipe gallery bottom plate templates, pouring the concrete of the pipe gallery bottom plates, and completing construction of the pipe gallery bottom plates;
(6) Respectively constructing crown beams at the tops of the left and right underground continuous walls, after the steel bars of the crown beams are bound, starting to bind the steel bars of the pipe gallery top plate, binding both ends of the steel bars of the pipe gallery top plate and the wall top anchoring bars of the left and right underground continuous walls with the steel bars of the crown beams, after the steel bars are bound, supporting crown beam templates and the outer side templates of the pipe gallery top plate, and pouring crown beam concrete and pipe gallery top plate concrete;
(7) And after the concrete is poured, curing by airing water in time after final setting, and removing the template and the scaffold support system after the concrete reaches 100% of the design strength, thereby completing the construction of the underground comprehensive pipe gallery.
2. The construction method of the underground utility tunnel structure deeply buried in soft soil according to claim 1, wherein the construction method comprises the following steps: in the pipe gallery structure constructed by the construction method, the hidden beams (8) are connected with a pipe gallery bottom plate (3) through reinforcing steel bar connectors (5), crown beams (4) are arranged at the tops of left and right underground continuous walls (1, 7), two ends of a pipe gallery top plate (2) are respectively connected with the crown beams (4) at the tops of the left and right underground continuous walls (1, 7), the reinforcing steel bar connectors (5) consist of L-shaped connecting main ribs (11) and straight thread connectors (10), the L-shaped connecting main ribs (11) of each reinforcing steel bar connector (5) are fixed on a reinforcing steel bar cage (12) of the underground continuous wall and are connected with one end of the straight thread connectors (10), and the other ends of the straight thread connectors (10) extend out of the main ribs of the reinforcing steel bar cage (12) of the underground continuous wall and are connected with the corresponding main ribs (3-1) of the pipe gallery bottom plate; the steel bar connector (5) is fixed in the underground diaphragm wall after concrete of the underground diaphragm wall is poured.
3. The construction method of the underground utility tunnel structure deeply buried in soft soil according to claim 1, wherein the construction method comprises the following steps: constructing lining walls on the inner surfaces of left and right continuous walls serving as side walls of the pipe gallery after the construction of the bottom plate of the pipe gallery in the step (5) is completed, specifically, building a steel pipe scaffold supporting system, driving supporting steel bars into the left and right continuous walls, binding lining wall reinforcing steel bar meshes on the supporting steel bars, supporting lining wall templates, and pouring lining wall concrete to complete the construction of the lining walls of the left and right continuous walls; the thickness of the lining wall is 150-250 mm, and the lining steel bars adopt single-layer steel bar meshes with the diameter of 8-10 mm, and the spacing is 150-200mm.
4. The construction method of the underground utility tunnel structure deeply buried in soft soil according to claim 2, wherein the construction method comprises the following steps: in the step (6), the crown beam construction is to excavate the soil layer at the top of the underground diaphragm wall and expose the wall top anchoring ribs at the top of the underground diaphragm wall, then tie the crown beam reinforcing steel bars with the wall top anchoring ribs of the underground diaphragm wall, and then tie the pipe gallery roof reinforcing steel bars with the crown beam reinforcing steel bars.
5. The construction method of the underground utility tunnel structure deeply buried in soft soil according to claim 2, wherein the construction method comprises the following steps: the inner sides of the left underground continuous wall (1) and the right underground continuous wall (7) are respectively provided with a lining wall (6), and the left underground continuous wall (1), the right underground continuous wall (7), the hidden beams (8), the lining wall (6), the pipe gallery bottom plate (3), the pipe gallery top plate (2) and the crown beams (4) are all cast-in-situ reinforced concrete structures.
6. The construction method of the underground utility tunnel structure deeply buried in soft soil according to claim 2, wherein the construction method comprises the following steps: the number and the distribution positions of the reinforcing steel bar connectors (5) of each side underground diaphragm wall are matched with the number and the distribution positions of the main reinforcements of the pipe gallery bottom plate (3), and when the earthwork is excavated below the comprehensive pipe gallery bottom plate (3) and the bottom plate (3) is constructed, the concrete protection layers at the positions corresponding to the reinforcing steel bar connectors (5) are stripped through electric drills, the straight thread connectors (10) are exposed, and the straight thread connectors are connected with the main reinforcements of the comprehensive pipe gallery bottom plate (3).
7. The construction method of the underground utility tunnel structure deeply buried in soft soil according to claim 2, wherein the construction method comprises the following steps: the wall top elevation of the left underground continuous wall (1) and the right underground continuous wall (7) and the pipe gallery top plate (2) are in a flat plate shape or an arch shape, the pipe gallery top plate (2) is composed of a top plate reinforcing steel bar (2-1) and a top plate (2-2), and the top plate reinforcing steel bar (2-1) is connected with the wall top anchoring bars (9) of the left underground continuous wall (1) and the right underground continuous wall (7) through crown beams (4) to form the comprehensive pipe gallery top plate (2).
8. The construction method of the underground utility tunnel structure deeply buried in soft soil according to claim 2, wherein the construction method comprises the following steps: the crown beam (4) is arranged at the top of the underground continuous wall (1), the height of the crown beam is 1200-1400 mm, and the width of the crown beam is 1100-1200 mm, and the crown beam (4) and the pipe gallery top plate (2) are formed by pouring together;
9. the construction method of the underground utility tunnel structure deeply buried in soft soil according to claim 2, wherein the construction method comprises the following steps: the steel bars of the hidden beam (8) are bound with the steel bar cages of the corresponding side continuous wall at the same time, and the steel bar cages (12) along with the underground continuous wall are installed in the corresponding underground continuous wall groove sections and are connected with the underground continuous wall into a whole after concrete is poured; a cushion layer (13) is arranged at the bottom of the pipe gallery bottom plate (3).
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| CN109137998A (en) * | 2018-10-18 | 2019-01-04 | 中铁隧道股份有限公司 | Cross the existing electric power piping lane protection structure and its construction method of tunnel foundation pit |
| CN109440544A (en) * | 2018-11-05 | 2019-03-08 | 中铁四院集团西南勘察设计有限公司 | A kind of track girder and the connection structure of shield duct piece and attaching method thereof |
| CN111236304B (en) * | 2019-12-31 | 2021-04-13 | 中铁建设集团基础设施建设有限公司 | Assembled underground comprehensive pipe gallery and construction method |
| CN111411977A (en) * | 2020-03-26 | 2020-07-14 | 中铁十二局集团有限公司 | Construction method for connecting diaphragm in single-hole double-layer tunnel by mould building |
| CN115182383B (en) * | 2022-08-16 | 2024-02-02 | 上海市城市建设设计研究总院（集团）有限公司 | Deep-buried large-span open cut tunnel structure in soft soil water-rich area and construction method thereof |
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| CN104480945B (en) * | 2013-06-14 | 2016-08-17 | 孔志坚 | A kind of foundation ditch reversed construction method |
| CN103590428A (en) * | 2013-11-28 | 2014-02-19 | 华东建筑设计研究院有限公司 | Connection method for basic raft and 'two-in-one' underground diaphragm wall |
| CN205742265U (en) * | 2016-06-03 | 2016-11-30 | 长沙远大住宅工业集团股份有限公司 | Complete prefabricated overlapping assembled underground pipe gallery and connection node thereof |
| CN106245674A (en) * | 2016-08-01 | 2016-12-21 | 中建五局第三建设有限公司 | Hollow wallboard mixes prefabricated assembled pipe gallery and construction method thereof |
| CN106555408A (en) * | 2017-01-06 | 2017-04-05 | 中建科技（北京）有限公司 | The structure and construction method of underground pipe gallery |
| CN106988319A (en) * | 2017-04-10 | 2017-07-28 | 中铁隧道集团有限公司 | A kind of rapid constructing method of large deep foundation pit agent structure side wall |
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