CN114411751A - Multi-support structure-based multi-layer underground passage construction assembly and process thereof - Google Patents
Multi-support structure-based multi-layer underground passage construction assembly and process thereof Download PDFInfo
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- CN114411751A CN114411751A CN202111563961.XA CN202111563961A CN114411751A CN 114411751 A CN114411751 A CN 114411751A CN 202111563961 A CN202111563961 A CN 202111563961A CN 114411751 A CN114411751 A CN 114411751A
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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
- E02D29/045—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
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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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
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Abstract
The invention relates to a multi-support structure-based multi-layer underground passage construction assembly and a process thereof, wherein the construction assembly comprises a foundation pit support arranged on a foundation pit, the foundation pit support comprises a steel sheet pile support part, a double-row pile support part and an occlusive pile support part, the occlusive pile support part comprises an occlusive pile guide wall, the occlusive pile guide wall comprises two T-shaped beams which are bilaterally symmetrically arranged, the occlusive pile guide wall is arranged along the pile position trend of the occlusive pile, a wood support part is arranged on the inner side of the occlusive pile guide wall, and the wood support part is spliced with the occlusive pile guide wall; the double-row pile supporting piece comprises crown beams which are arranged in bilateral symmetry, rear-row columns are arranged below the crown beams, connecting beams are arranged between the crown beams, and the crown beams or the reinforcing steel bars of the connecting beams extend to the tops of the rear-row columns. The scheme of the invention has lower construction difficulty and low construction investment cost, and is suitable for the working conditions of various soil layers.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a multi-support structure-based multi-layer underground passage construction assembly and a process thereof.
Background
The foundation pit support is an important structure for underground passage construction and is arranged on underpass, rainwater box culvert and road intersection roads to realize the traffic protection. The existing (foundation pit) supporting structure mostly adopts a high-pressure rotary jet grouting pile, the high-pressure rotary jet grouting pile sprays cement slurry into a soil layer by a high-pressure rotary nozzle to be mixed with a soil body to form a continuously lapped cement reinforcing body, the construction is suitable for foundations such as mucky soil, soft plastic or plastic cohesive soil, silt, sandy soil, plain filling soil, gravels and the like, the use effect is not ideal for areas with complex soil layer structures, the construction difficulty is large, and the construction investment cost is high.
Therefore, in practical construction, a multi-support structure-based multi-layer underground passage construction assembly and a process thereof are needed, wherein the multi-support structure-based multi-layer underground passage construction assembly is suitable for various soil layers, including low-compressibility strongly weathered rock, medium-compressibility earth, medium-to-high-compressibility earth, low-compressibility strongly weathered rock, micro-compressibility moderately-compressible extremely-soft rock, and a multi-support structure-based multi-layer underground passage construction assembly which considers the working conditions of surface water and underground water (including stagnant water and confined water) based on soil layer structures.
Disclosure of Invention
The invention aims to provide a multi-layer underground passage construction assembly based on a plurality of support structures and a process thereof, which have the advantages of low construction difficulty and low construction and application investment cost and are suitable for working conditions of various soil layers.
In order to achieve the above purpose, the invention adopts the technical scheme that: a multi-support structure-based multi-layer underground passage construction assembly comprises a foundation pit support arranged on a foundation pit, wherein the foundation pit support comprises a steel sheet pile support part, a double-row pile support part and an occlusive pile support part, the occlusive pile support part comprises an occlusive pile guide wall, the occlusive pile guide wall comprises two T-shaped beams which are bilaterally symmetrically arranged, the occlusive pile guide wall is arranged along the pile position trend of the occlusive pile, a wood support part is arranged on the inner side of the occlusive pile guide wall, and the wood support part is spliced with the occlusive pile guide wall; the double-row pile supporting piece comprises crown beams which are arranged in bilateral symmetry, rear-row columns are arranged below the crown beams, connecting beams are arranged between the crown beams, and the crown beams or the reinforcing steel bars of the connecting beams extend to the tops of the rear-row columns.
Furthermore, an auxiliary assembling groove is formed in the top surface of the secant pile guide wall, a cross-shaped lifting hook is arranged in the auxiliary assembling groove, and a positioning guide groove is formed in the inner side of the secant pile guide wall; the side edge of the wood support piece is wedge-shaped, the inclined plane of the wedge-shaped is downward, and the wedge-shaped side edge of the wood support piece is inserted into the positioning guide groove.
And furthermore, a through groove is formed in the wedge-shaped side edge of the wood support piece, a through opening is formed in the position, located at the auxiliary assembling groove, of the top surface of the guide wall of the occlusive pile, and the through opening is communicated with the through groove.
Furthermore, the reinforcing steel bars of the crown beam, the connecting beam and the rear row of columns are integrated, and the integrated reinforcing steel bars extend to the tops of the rear row of columns.
Further, the steel sheet pile support piece comprises a sleeve piece and an insertion piece which are inserted into each other; a connecting plate is arranged on the inner side of an outer end plate of the sleeve piece, and a base plate is arranged on the inner side of the connecting plate; the plug-in comprises an inner end plate which is positioned on the outer ring and is positioned on the support assembly in the center, and a steel wedge is arranged at the inward extending end of the inner end plate; the support component is attached to the base plate, and the inward extending end of the steel wedge is abutted to the connecting plate on the inner side of the sleeve.
Still further, a stiffening rib is arranged on each outer end plate of the sleeve.
A construction process of a multi-layer underground passage construction assembly based on a multi-support structure comprises the following steps:
(1) temporary slope protection is carried out on the construction transition excavation slope by adopting sprayed C20 concrete with the thickness of 10 cm; arranging a foundation pit support on the temporary slope surface protection;
(2) and (5) building a foundation pit.
And (3) further, carrying out engineering geological survey on the to-be-constructed section before the step (1), reducing the cohesive force standard value Ck value and the internal friction angle standard value Phik value of soil of deep foundation pit design parameters during foundation pit design, wherein the reduction coefficient is 0.7, and enclosing during foundation pit excavation.
Still further, the step (2) comprises the following segmentation steps:
1) the pipeline is moved and modified, the field is leveled, the surface soil is removed, and the road surface is dug;
2) integrally releasing the slope and excavating to the bottom surface of the underground passage cushion layer, and spraying and protecting the temporary slope;
3) constructing the occlusive piles;
4) excavating to a position below the first support, and arranging the first support;
5) excavating to a position below a second support, and arranging a second support;
6) excavating to the bottom surface of the foundation pit, and constructing a cushion layer and a bottom plate waterproof layer;
7) constructing a bottom plate structure, a side wall and a side wall waterproof layer;
8) arranging a changeover support, and dismantling the first support and the second support;
9) constructing other side walls, top plates and waterproof layers;
10) backfilling to the top surface of the foundation pit, and removing the reversing support;
11) slope releasing, excavating and constructing a rainwater box culvert;
12) backfilling the rainwater box culvert foundation pit;
13) and backfilling the whole foundation pit.
The invention has the following technical effects: the multi-support structure-based multi-layer underground passage construction assembly and the process thereof have the advantages of low construction difficulty and low construction and application investment cost, and are suitable for working conditions of various soil layers. .
Drawings
Figure 1 is a block diagram of a bite pile support of the present invention;
FIG. 2 is a block diagram of one embodiment of the inventive assembly of a bite pile guide wall with a wood support;
FIG. 3 is a block diagram of another more preferred embodiment of the inventive assembly of a bite pile guide wall with a wood support;
FIG. 4 is a structural view of a double row pile support of the present invention;
FIG. 5 is a structural view of a steel sheet pile support of the present invention;
FIG. 6 is a flow chart of the construction of the secant pile in the construction process of the present invention;
fig. 7 is a schematic view of a construction process of the occlusive pile in the construction process of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
A multi-support structure-based multi-layer underground passage construction assembly comprises a foundation pit support arranged on a foundation pit, wherein the foundation pit support comprises a steel sheet pile support part 10, a double-row pile support part 20 and an occlusive pile support part 30, the occlusive pile support part 30 comprises an occlusive pile guide wall 31, the occlusive pile guide wall 31 comprises two T-shaped beams which are bilaterally symmetrically arranged, the occlusive pile guide wall 31 is arranged along the pile position trend of the occlusive pile, a wood support part 32 is arranged on the inner side of the occlusive pile guide wall 31, and the wood support part 32 is spliced with the occlusive pile guide wall 31; the double-row pile supporting part 20 comprises crown beams 21 which are arranged in bilateral symmetry, rear row columns 22 are arranged below the crown beams 21, connecting beams 23 are arranged between the crown beams 21, and reinforcing steel bars of the crown beams 21 or the connecting beams 23 extend to the tops of the rear row columns 22.
Furthermore, an auxiliary assembling groove is formed in the top surface of the secant pile guide wall 31, a cross-shaped lifting hook is arranged in the auxiliary assembling groove, and a positioning guide groove is formed in the inner side of the secant pile guide wall 31; the side edge of the wood support member 32 is wedge-shaped, the inclined plane of the wedge-shape faces downwards, and the wedge-shaped side edge of the wood support member 32 is inserted into the positioning guide groove.
Furthermore, a through groove is formed in the wedge-shaped side edge of the wood support member 32, a through opening is formed in the position, located at the auxiliary assembling groove, of the top surface of the secant pile guide wall 31, and the through opening is communicated with the through groove.
Further, the reinforcing steel bars of the crown beam 21, the coupling beam 23 and the rear row of columns 22 are integrated, and the integrated reinforcing steel bars extend to the tops of the rear row of columns 22.
Further, the steel sheet pile support 10 comprises a sleeve 11 and an insert 12 which are inserted into each other; a connecting plate 11c is arranged on the inner side of an outer end plate 11a of the sleeve 11, and a backing plate 11b is arranged on the inner side of the connecting plate 11 c; the insert 12 comprises an inner end plate 12a of a support assembly 12b positioned in the center and positioned on the outer ring, and a steel wedge 12c is arranged at the inward extending end of the inner end plate 12 a; the support component 12b is attached to the backing plate 11b, and the inward extending end of the steel wedge 12c abuts against the connecting plate 11c on the inner side of the sleeve 11.
Still further, a stiffening rib 11d is provided on each outer end plate 11a of the sleeve 11.
The bite pile guide wall 31 of the bite pile support 30 has a concrete strength rating of C20. The thickness of the steel bar protective layer is 35 mm. The secant pile guide wall 31 is arranged along the pile position trend of the secant pile, and construction is carried out before the pile driver is in place, so that the construction machine can be conveniently centered and in place. A wood support member 32 is additionally provided every 1m inside the spud guide wall 31 to reinforce the support to prevent the spud guide wall 31 from being displaced and deformed. The structural form of the secant pile guide wall 31 is determined according to geological conditions, construction loads and other conditions, the secant pile guide wall 31 meets the requirements of strength and stability, and the top surface of the secant pile guide wall 31 is higher than the ground by 100 mm. The guide wall 31 of the bite pile should be solid in foundation and should be able to withstand additional loads such as construction machinery and equipment. When the lower part of the guide wall meets unfavorable geology or obstacles, foundation treatment is needed.
The wood support (member) 32 and the secant pile guide wall 31 are in an inserting structure, so that the assembly is more convenient, and the assembly auxiliary groove formed in the top surface of the secant pile guide wall 31 and the assembly auxiliary groove are internally provided with the cross-shaped lifting hook, so that the assembly construction of the support member is facilitated. And the two sides of the wood support (piece) 32 are arranged into a wedge shape with downward inclined surfaces, one side is convenient for assembly and lead-in, and the other side is also convenient for assembly and lead-in due to the fact that the secant pile support piece 30 is stressed upwards during construction, and the structure ensures that the secant phenomenon cannot occur while the convenient assembly and lead-in are ensured. Further preferably, a through groove and a through opening are arranged, and the through opening communicated with the through groove is poured with concrete or inserted into a site part, so that the assembly stability and balance are further ensured.
The double-row pile supporting piece 20 adopts a steel bar framework which is connected with the rear row of columns 22, so that the supporting strength is directly improved on the premise of not influencing the dismounting efficiency or facilitating the dismounting degree. It is further preferable that the reinforcing bars of the top beam 21, the coupling beam 23 and the rear row of columns 22 of the double row pile support 20 are integrated, and the integrated reinforcing bars extend to the tops of the rear row of columns 22, and the extension only extends to the tops of the rear row of columns 22, so that the effect is optimal.
The multi-support structure-based multi-layer underground passage construction assembly and the process thereof have the advantages of low construction difficulty and low construction and application investment cost, and are suitable for working conditions of various soil layers.
Referring to the attached drawings, in the concrete embodiment of the invention, the value of the load of the top of the foundation pit adopts 35 kpa. The foundation pit support is arranged on underpass, rainwater box culvert and road intersection roads to realize the opening protection. The invention abandons the high-pressure jet grouting pile technology, adopts the C20 concrete spraying thickness of 10cm to perform temporary slope surface protection based on construction transition excavation slope surfaces, and arranges foundation pit support on the temporary slope surface protection.
The specific implementation is as follows:
the engineering geological conditions of this example are as follows:
1. the field rock-soil layer distribution and the characteristics thereof of the embodiment are as follows:
through the investigation of the embodiment (section), the sequence of the foundation soil of the proposed site sequentially comprises from top to bottom:
layer of miscellaneous fill (Q)ml) The layer thickness is 1.20-5.80 m, and the layer bottom elevation is 15.09-31.73 m. Mottled, wet, loose. The surface layer is asphalt pavement, cement pavement and water stabilization layer of the existing road, and the lower part is plain filling (roadbed soil). The layer of soil is distributed over the entire field.
② layer of powdery clay (Q)4 al+pl) The layer thickness is 0.80-1.90 m, and the layer bottom elevation is 22.07-23.39 m. Brown, yellow-brown, wet, plastic state, containing a small amount of dark brown iron manganese oxide. No shaking reaction, smooth section, low dry strength and low toughness. The soil layer is only partially explored by exploratory holes and belongs to medium and high compressibility soil.
Layer clay (Q)3 al+pl) The layer thickness is 0.80-4.30 meters, and the layer bottom elevation is 25.46-29.33 meters. Yellowish-brown, grayish-yellow, wet, hard-plastic state, containing a large amount of dark brown iron manganese oxide and grey kaolin lumps, the columnar cracks are relatively developed. No shaking reaction, smooth section, moderate dry strength and moderate toughness. The layer of soil belongs to medium compressive soil.
Layer clay (Q)3 al+pl) The layer thickness is 6.90-19.70 meters, and the layer bottom elevation is 4.29-21.10 meters. Yellowish brown, brownish yellow, brown yellow, wet, hard and hard, contains a large amount of dark brown iron manganese oxides and a small amount of grey kaolin lumps, and has relatively developed columnar cracks. No shaking reaction, smooth section, high dry strength and high toughness. The layer of soil belongs to medium compressive soil.
Layer of powdery clay (Q)3 al+pl) -the segment is missing.
Sixthly, forming a layer of the strongly weathered argillaceous sandstone (E), wherein the layer thickness is 1.10-6.90 meters, and the layer bottom mark is 1.19-8.14 meters. Brownish red, mauve, saturated, compact state, mostly weathered into soil and sand, general argillaceous cementation, drillable without water thread, mica fragment and black mineral, etc. The layer of soil is distributed in the whole field and belongs to low-compressibility strongly weathered rock.
Layer of mineralized argillaceous sandstone (E), which is not drilled through under the actual working condition. The rock quality index RQD is 60< RQD <80, belongs to extremely soft rock, and the basic quality grade of the rock mass is class V. The layer is mainly made of argillaceous sandstone, and the sandstone and the mudstone are locally clamped, so that the phenomenon of uneven hardness in the drilling process is obvious. The layer of soil is distributed in the whole field and belongs to micro-compressibility stroke-induced soft rock.
2. Surface water and groundwater of this embodiment:
through the investigation of the embodiment, the proposed site is located on the current road, and no water flows for a long time. The surface water is mainly supplied by atmospheric precipitation, the surface water in the field generally flows from a higher-lying section to a lower-lying section, the drainage mainly takes surface runoff and evaporation as main parts, and no obvious surface water is seen;
the investigation of the embodiment shows that the hydrogeological conditions of the proposed site are general, the type of underground water is 2 layers, 1 layer is upper layer stagnant water, the underground water is stored in the miscellaneous filling soil of the first layer, the amount of the underground water has a large relation with the terrain height and the filling thickness, the underground water is mainly infiltrated and supplied by atmospheric precipitation and surface water, the atmospheric precipitation and surface flow are mainly infiltrated and supplied, the change of atmospheric precipitation, seasons, climates and terrain is large, no stable underground water level exists, and the distribution is discontinuous. The 2 layers are confined water which is added into the strongly weathered argillaceous sandstone and the stroke argillaceous sandstone in the seventh layer and mainly supplied by underground runoff. In the exploration period of the embodiment, the depth of 1 layer of underground water is measured to be about 1.2-3.5 m, and the depth of 2 layers of underground water is measured to be about 14.0-19.2 m.
3. The design parameters of the foundation pit support of the embodiment are as follows:
the design parameters (gravity gamma, a cohesion standard value Ck of soil, an internal friction angle standard value phi k, a foundation friction coefficient mu of soil to the gravity retaining wall and a limit frictional resistance standard value qsk of a soil body and an anchoring body) of the deep foundation pit are shown in the following table:
3.1, during excavation of the foundation pit, runoff and drainage of surface water can be changed, so that physical and mechanical properties of foundation soil are influenced, the Ck value and the phi k value of the second layer, the third layer and the fourth layer in the upper surface are reduced during design of the foundation pit, and the reduction coefficient is 0.7. (with a "" is an empirical value)
3.2, according to the relevant regulations of the place (fertilizer market) of the embodiment on the foundation pit supporting design, the cohesive force Ck value in the design of the soil of the third layer and the fourth layer is not more than 60 kPa. This condition satisfies the design requirements according to the configuration of the present application.
4. This embodiment underground structure includes steel sheet pile support 10, double row pile support 20 and secant pile support 30, and it combines box culvert foundation ditch, crossing circular pedestrian passageway foundation ditch to design under wearing the passageway foundation ditch in this embodiment, according to foundation ditch degree of depth and geological conditions, the foundation ditch support structure type is shown in the following table:
the following table shows the active designations for the support sections in this example.
Foundation pit supporting structure type table
5. The foundation pit of this embodiment is built by stages:
the underpass project, the tunnel project and part of the rainwater box culvert project within the intersection range are built in the first period, and the underpass pile number range is FHK0+ 348.93-FHK 0+ 430.15.
5.1, designing a first-stage foundation pit:
the foundation pit adopts the common groove excavation, the foundation pit uses the current ground line as the foundation pit top surface, the maximum excavation depth of the foundation pit is 12.2m, the width of the underpass foundation pit in the core area is 29.64m, the excavation depth after the lowering is 9.2m, the foundation pit support adopts the structure of the occlusive pile support piece 30 with the pile diameter of 1.2m @ 1.0m, the occlusive piles are respectively the C30 reinforced concrete piles and the C30 concrete plain concrete piles which are arranged in a staggered way according to the center spacing of 1.0m, and two lines are arranged
The steel pipe support @4.0m is matched with an upper transverse support and a lower transverse support, the vertical distance is 2.5m, because the width of a foundation pit is large, a vertical column pile and the transverse supports are arranged in the middle of the foundation pit to form a supporting system, a C30 reinforced concrete crown beam is arranged on the pile top, the size of the crown beam is 1.4m wide, multiplied by 1.0m high, and the outer vertical surface of the occlusive pile on the inner side of the foundation pit is sprayed with a concrete panel with the thickness of 10 cm. The rest of the tunnel and the rainwater box culvert structure are excavated by slope-releasing, the slope rate is 1:1.0, and the slope surface is sprayed with concrete panels with the thickness of 10 cm.
The construction process comprises the following steps:
1) the pipeline is moved and modified, the field is leveled, the surface soil is removed, and the road surface is dug;
2) integrally releasing the slope and excavating to the bottom surface of the underground passage cushion layer, and spraying and protecting the temporary slope;
3) constructing the secant pile (including a temporary pile upright post);
4) excavating to 50cm below the position of the first support, and arranging the first support;
5) excavating to 50cm below the position of the second support, and arranging the second support;
6) excavating to the bottom surface of the foundation pit, and building a cushion layer and a bottom plate waterproof layer in time;
7) constructing a bottom plate structure (the bottom plate is closely attached to the occlusive piles) and partial side walls and partial waterproof layers of the side walls;
8) arranging a changeover support (after the structural strength meets the design requirement), and dismantling the first support and the second support;
9) building the side wall, the top plate and the waterproof layer of the rest part of the construction;
10) backfilling to the top surface of the foundation pit after the structural strength meets the design requirement, and dismantling the changeover support;
11) slope releasing, excavating and constructing a rainwater box culvert;
12) backfilling a rainwater box culvert foundation pit (constructing an annular tunnel);
13) and backfilling the whole foundation pit.
And in the second stage, residual underpass projects on two sides of the east and west are built. And taking the elevation of the auxiliary road surface as the elevation of the top of the foundation pit.
5.2, designing a second-stage foundation pit:
1) FHK0+ 130-FHK 0+190 and FHK0+ 580-FHK 0+630 road sections, and the foundation pit adopts the structure of the steel sheet pile supporting piece 10. The vertical elevation distance of the underpass is less than 2m from the elevation of the auxiliary road, the maximum excavation depth of the foundation pit is 3.7m, and the foundation pit adopts a 9m long steel sheet pile supporting part 10.
2) FHK0+ 190-FHK 0+250 and FHK0+ 525-FHK 0+580, and the foundation pit adopts cantilever to match with the snap pile supporting piece 30. The depth of the foundation pit of the underpass channel is dug to be 4.2-6.3 m, the support of the foundation pit adopts a bite pile support member 30 with a pile diameter of 1.2m @ 1.0m, and the bite piles are respectively a C30 reinforced concrete pile and a C30 concrete plain concrete pile which are arranged in a staggered mode according to a 1.0m center distance. The pile top is provided with a C30 reinforced concrete crown beam, the size of the crown beam is 1.4m wide multiplied by 1.0m high, and the outer vertical surface of the secant pile on the inner side of the foundation pit is sprayed with a concrete panel with the thickness of 10 cm.
3) FHK0+ 250-FHK 0+270 and FHK0+ 500-FHK 0+525, the foundation pit adopts an occlusive pile support piece 30, a single steel pipe cross brace, and a steel lattice column is arranged in the middle of the foundation pit. Digging a foundation pit with a penetration depth of 5.6-7.0 m, supporting the foundation pit by using snap piles with a pile diameter of 1.2m @ 1.0m, wherein the snap piles are respectively C30 reinforced concrete piles and C30 concrete plain concrete piles which are arranged in a staggered mode at a center distance of 1.0m, and a channel is arranged
The steel pipe support @4.0m, a 60cm multiplied by 60cm @8.0m steel lattice upright post and a cross brace are arranged in the middle of a foundation pit to form a supporting system, and a pile foundation of the lattice upright post adopts
Reinforced concrete filling pile (anti-floating pile with structure). The bottom plate of the underpass structure reaches the detachable cross brace at the rear of the designed strength. The pile top is provided with a C30 reinforced concrete crown beam, the size of the crown beam is 1.4m wide multiplied by 1.0m high, and the outer vertical surface of the secant pile on the inner side of the foundation pit is sprayed with a concrete panel with the thickness of 10 cm.
4) FHK0+270 ~ FHK0+305 and FHK0+475 ~ FHK0+500 highway sections, adopt this application double row pile retaining member 20 structure, single track steel pipe stull, establish steel lattice column in the middle of the foundation ditch. The depth of the underpass foundation pit is 7.0-9.0 m, the foundation pit support is formed by adopting snap piles with pile diameter of 1.2m and 1.0m, the snap piles are respectively C30 reinforced concrete piles and C30 concrete plain concrete piles which are arranged in a staggered mode according to the center distance of 1.0m, the south side and the north side outside the underpass foundation pit are respectively provided with C35 reinforced concrete piles, the distance between the C35 reinforced concrete piles and the underpass snap piles is 5.0m, the C3-steel reinforced concrete piles are arranged at intervals of 4m in the road mileage direction, and a reinforced concrete connecting beam with the width of 80cm multiplied by the height of 80cmC30 is arranged to be connected with the underpass snap piles to form a double-row pile system. One way is arranged in the foundation pit
The steel pipe support @4.0m, a 60cm multiplied by 60cm @8.0m steel lattice upright post and a cross brace are arranged in the middle of a foundation pit to form a supporting system, and a pile foundation of the lattice upright post adopts
Reinforced concrete filling pile (anti-floating pile with structure). The bottom plate of the underpass structure reaches the detachable cross brace at the rear of the designed strength. The pile top is provided with a C30 reinforced concrete crown beam, the size of the crown beam is 1.4m wide multiplied by 1.0m high, and the outer vertical surface of the secant pile on the inner side of the foundation pit is sprayed with a concrete panel with the thickness of 10 cm.
5) FHK0+ 305-FHK 0+325 and FHK0+ 455-FHK 0+475, the foundation pit adopts an occluding pile supporting piece 30, two steel pipe cross braces, and a steel lattice column is arranged in the middle of the foundation pit. Digging a foundation pit with a penetration depth of 8.4-9.9 m, supporting the foundation pit by using snap piles with a pile diameter of 1.2m @ 1.0m, wherein the snap piles are respectively C30 reinforced concrete piles and C30 concrete plain concrete piles which are staggered at a center distance of 1.0m, and arranging two paths of the snap piles
The steel pipe support @4.0m, the vertical spacing is 2.5m, a 60cm multiplied by 60cm @8.0m steel lattice upright post and a cross brace are arranged in the middle of a foundation pit to form a supporting system, and the pile foundation of the lattice upright post adopts
Reinforced concrete filling pile (anti-floating pile with structure). The bottom plate and part of the side wall of the underpass structure are arranged after reaching the design strength
The steel pipe reversing support @4.0m, and the first cross brace and the second cross brace are disassembled; the whole structure reaches the design strength, and the reversing support is removed after the foundation pit is backfilled. The pile top is provided with a C30 reinforced concrete crown beam, the size of the crown beam is 1.4m wide multiplied by 1.0m high, and the outer vertical surface of the secant pile on the inner side of the foundation pit is sprayed with a concrete panel with the thickness of 10 cm.
6) FHK0+ 325-FHK 0+348.93 and FHK0+ 430.15-FHK 0+455, the foundation pit adopts an occlusive pile support piece 30, two steel pipe cross braces, and a steel lattice column is arranged in the middle of the foundation pit. Digging depth of the foundation pit of the underpass channel to 9.4-11.0 m, adopting bite pile support with pile diameter of 1.2m @ 1.0m, respectively arranging C30 reinforced concrete piles and C30 plain concrete piles in a staggered manner according to 1.0m center distance, and setting two courses
Steel pipe support @4.0m, vertical spacing 3.0m, foundation pitThe middle of the steel lattice column is provided with a 60cm multiplied by 60cm @8.0m steel lattice column and a cross brace to form a supporting system, and the pile foundation of the lattice column adopts
Reinforced concrete filling pile (anti-floating pile with structure). The bottom plate and part of the side wall of the underpass structure are arranged after reaching the design strength
The steel pipe reversing support @4.0m, and the first cross brace and the second cross brace are disassembled; the whole structure reaches the design strength, and the reversing support is removed after the foundation pit is backfilled. The pile top is provided with a C30 reinforced concrete crown beam, and the size of the crown beam is 1.4m wide multiplied by 1.0m high.
5.3, one-two stage interface treatment:
during the first construction period, the interface is excavated and set to be sloping, according to the excavation scheme of the first working area, from top to bottom, the first-stage slope is 5m high, the second-stage slope is 6m high, the slope rate is 1:1.0, a 5.0m wide platform is arranged between the first stage and the second stage, and the slope is sprayed with a concrete panel 10cm thick.
The technical requirements of the occlusive pile support 30 are as follows:
the material requirements of the occlusive pile are as follows:
the secant pile designed by the embodiment adopts the spaced secant of the reinforced concrete pile and the plain concrete pile, the diameter of the reinforced concrete pile is 1.2m, the interval is 2m, and the diameter of the plain concrete pile is 1.2m, and the interval is 2 m.
The occlusive pile adopts C30 underwater concrete, has good workability, and the mixing proportion is determined by tests; the slump of the reinforced concrete pile is 180-220 mm; the plain concrete pile adopts super-retarding concrete, the retarding time is not less than 60h, the 3-day strength of the concrete is not more than 3MPa, and the slump constant of the concrete is 140-180 mm. The sand content of the concrete is 40-45%, and medium coarse sand is selected; the coarse aggregate should have a maximum particle size of < 40mm, preferably in secondary composition.
The technical requirements of the secant pile construction are as follows:
1) (occlusive pile) construction sequence:
the occlusive pile is constructed by adopting a full casing process, and the construction sequence refers to FIG. 6: the flow chart is a flow chart of a construction process of a B (reinforced concrete) pile, and the construction process of a (plain concrete) pile does not have a 'hoisting reinforcement cage'.
Because the A pile must be cut during the construction of the B pile, the concrete of the A pile is damaged by the grinding and the downward cutting of a drilling machine when the concrete of the A pile reaches a certain strength. Therefore, the construction scheme of delaying the initial setting time of the pile A concrete and constructing the pile B before the initial setting of the pile A concrete is adopted. The pile of A, B is constructed by jumping holes in the sequence of A1 → A2 → B1 → A3 → … … An → Bn-1, and the pile body of the A sequence is cut by a hole-forming machine during the construction of the pile of the B sequence. The process schematic is shown in FIG. 7.
2) When the concrete is poured, in order to discharge the waterproof plug smoothly, the distance from the bottom of the guide pipe to the bottom of the hole is 300-500 mm.
3) Before concrete pouring, the deficient soil and sediments in the hole are removed and the bottom of the hole is tamped by a grab bucket. During the concrete pouring process, the concrete is lifted along with pouring, the lifting at one time is not more than 6.0m, when the resistance is overlarge, the sleeve is rotated and lifted slowly, the sleeve is lifted vertically, the embedding depth of the guide pipe is kept between 2.0m and 6.0m, a specially-assigned person measures the embedding depth of the guide pipe and the height difference of the concrete surface inside and outside the pipe, and an underwater concrete pouring record is filled.
4) Before the construction of the secant pile, guide walls (secant pile) are arranged along two sides of the secant pile, the width of each guide wall is 3.0-4.0 m, and the thickness of each guide wall is 0.3-0.5 m. The aperture of the guide wall orifice is 30mm larger than the pile diameter, and the occlusion width and the orifice positioning deviation meet the specification requirements.
5) The total standing time from the steel reinforcement cage entering the hole to the concrete pouring is not more than 4 hours, the concrete is continuously poured and can not be interrupted for a long time, and the rising speed of the concrete surface in the groove is not less than 2 m/hour.
6) And after the concrete pouring is finished, the top surface is higher than the designed elevation by 300-500 mm, and the top beam is constructed after chiseling.
7) When the cast-in-place pile is constructed by adopting a slurry wall protection method, a protective sleeve is pre-embedded before drilling. The accidents of hole collapse, slurry leakage, concrete segregation and the like easily occur to the plain soil filling layer under the action of underground water, the slurry concentration and the slurry surface height are controlled during the construction of the cast-in-place pile, and the slurry surface in the pile casing is higher than the underground water level by more than 1.00m so as to prevent the hole collapse. The speed and the mud proportion of the pile are controlled, and the hole bottom slag removal work is performed, so that the concrete pouring quality is ensured.
8) Measures are taken to prevent the pile concrete from upwelling from the bottom to the adjacent pile hole.
The steel sheet pile supporting member 10 has the following technical requirements:
and (3) driving steel sheet piles:
1) and (4) reconnaissance is carried out on the conditions of underground pipelines and structures before construction.
2) Before piling, the steel sheet piles are checked one by one, the steel sheet piles which are rusted and seriously deformed at the connecting locking notch are removed, and unqualified steel sheet piles can be used after being trimmed.
3) Before piling, grease is coated in the locking notch of the steel sheet pile so as to facilitate driving and pulling out.
4) And measuring and monitoring the inclination of each pile at any time in the inserting and striking process to be not more than 2%, and pulling and striking when the inclination is too large and cannot be adjusted by a pulling and aligning method.
5) The steel sheet pile is driven into the lap tongue-and-groove by adopting a small locking notch. The beating is carried out by inserting 10-20 steel sheet piles into guide frame in rows to form screen shape and beating. The printing sequence is as follows: when the sheet piles arranged at the two ends of the screen wall are inclined reversely, the sheet piles are driven in a forward sequence; otherwise, beating in reverse sequence; when the sheet piles at the two ends of the screen wall are kept vertical, the sheet piles are driven in a reciprocating sequence; when the length of the sheet pile wall is long, the sheet pile wall is constructed in a composite sequence. During construction, the driving sequence is changed according to specific conditions, one or more driving sequences are adopted, the sheet piles are driven to the designed elevation step by step, and the depth of one driving is 0.5-3.0 m.
6) And tightly buckling and ensuring that the soil penetration is not less than 2m after excavation, and ensuring that the steel sheet pile is smoothly folded.
7) After the pile is driven, the water-closing property of the pile body is checked in time, the water leakage position is welded and repaired, and the pile body is checked by a specially-assigned person.
Removing the steel sheet piles:
and after backfilling to the designed ground and the compaction degree of the backfilled soil meets the requirement of the roadbed, removing the steel sheet pile.
The same or similar calculation schemes as the present invention are within the protection scope of the present invention without departing from the principle of the present invention.
Claims (9)
1. A multi-support structure-based multi-layer underground passage construction assembly comprises a foundation pit support arranged on a foundation pit, wherein the foundation pit support comprises a steel sheet pile support part (10), a double-row pile support part (20) and an occlusive pile support part (30), and is characterized in that the occlusive pile support part (30) comprises an occlusive pile guide wall (31), the occlusive pile guide wall (31) comprises two T-shaped beams which are bilaterally symmetrically arranged, the occlusive pile guide wall (31) is arranged along the pile position trend of the occlusive pile, a wood support part (32) is arranged on the inner side of the occlusive pile guide wall (31), and the wood support part (32) is spliced with the occlusive pile guide wall (31); the double-row pile supporting piece (20) comprises symmetrical crown beams (21), rear row columns (22) are arranged below the crown beams (21), connecting beams (23) are arranged between the crown beams (21), and reinforcing steel bars of the crown beams (21) or the connecting beams (23) extend to the tops of the rear row columns (22).
2. The multi-support structure-based multi-story underground passage construction assembly of claim 1, wherein: an auxiliary assembling groove is formed in the top surface of the secant pile guide wall (31), a cross-shaped lifting hook is arranged in the auxiliary assembling groove, and a positioning guide groove is formed in the inner side of the secant pile guide wall (31); the side edge of the wood support piece (32) is wedge-shaped, the inclined plane of the wedge-shaped is downward, and the wedge-shaped side edge of the wood support piece (32) is inserted into the positioning guide groove.
3. The multi-support structure-based multi-story underground passage construction assembly of claim 2, wherein: a through groove is formed in the wedge-shaped side edge of the wood support piece (32), a through opening is formed in the position, located at the auxiliary assembling groove, of the top surface of the secant pile guide wall (31), and the through opening is communicated with the through groove.
4. The multi-support structure-based multi-story underground passage construction assembly of claim 1, wherein: the top beam (21), the connecting beam (23) and the rear row of columns (22) are integrated into a whole, and the integrated steel bar extends to the tops of the rear row of columns (22).
5. The multi-support structure-based multi-story underground passage construction assembly of claim 1, wherein: the steel sheet pile supporting piece (10) comprises a sleeve piece (11) and an insert piece (12) which are inserted into each other; a connecting plate (11c) is arranged on the inner side of an outer end plate (11a) of the sleeve (11), and a backing plate (11b) is arranged on the inner side of the connecting plate (11 c); the insert (12) comprises an inner end plate (12a) of a support assembly (12b) positioned in the center and positioned on the outer ring, and a steel wedge (12c) is arranged at the inward extending end of the inner end plate (12 a); the support component (12b) is attached to the backing plate (11b), and the inward extending end of the steel wedge (12c) abuts against the connecting plate (11c) on the inner side of the sleeve piece (11).
6. The multi-support structure-based multi-story underground passage construction assembly of claim 5, wherein: a stiffening rib (11d) is arranged on each outer end plate (11a) of the sleeve (11).
7. The construction process of a multi-story underground passage construction assembly based on a multi-support structure as claimed in any one of claims 1 to 6, comprising the steps of:
(1) temporary slope protection is carried out on the construction transition excavation slope by adopting sprayed C20 concrete with the thickness of 10 cm; arranging a foundation pit support on the temporary slope surface protection;
(2) and (5) building a foundation pit.
8. The multi-support structure-based multi-layer underground passage construction process according to claim 7, wherein engineering geological exploration is performed on the to-be-constructed section before the step (1), the cohesive force standard value Ck and the internal friction angle standard value Phik of soil of deep foundation pit design parameters are reduced during foundation pit design, the reduction coefficient is 0.7, and the enclosure is performed during foundation pit excavation.
9. The multi-support structure-based multi-layer underground passage construction process according to claim 7, wherein the step (2) comprises the following segmentation steps:
1) the pipeline is moved and modified, the field is leveled, the surface soil is removed, and the road surface is dug;
2) integrally releasing the slope and excavating to the bottom surface of the underground passage cushion layer, and spraying and protecting the temporary slope;
3) constructing the occlusive piles;
4) excavating to a position below the first support, and arranging the first support;
5) excavating to a position below a second support, and arranging a second support;
6) excavating to the bottom surface of the foundation pit, and constructing a cushion layer and a bottom plate waterproof layer;
7) constructing a bottom plate structure, a side wall and a side wall waterproof layer;
8) arranging a changeover support, and dismantling the first support and the second support;
9) constructing other side walls, top plates and waterproof layers;
10) backfilling to the top surface of the foundation pit, and removing the reversing support;
11) slope releasing, excavating and constructing a rainwater box culvert;
12) backfilling the rainwater box culvert foundation pit;
13) and backfilling the whole foundation pit.
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