WO2017084573A1 - 抗隆支护结构 - Google Patents

抗隆支护结构 Download PDF

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Publication number
WO2017084573A1
WO2017084573A1 PCT/CN2016/106029 CN2016106029W WO2017084573A1 WO 2017084573 A1 WO2017084573 A1 WO 2017084573A1 CN 2016106029 W CN2016106029 W CN 2016106029W WO 2017084573 A1 WO2017084573 A1 WO 2017084573A1
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Prior art keywords
caisson
porous
wall
support
construction
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PCT/CN2016/106029
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English (en)
French (fr)
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彭高培
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彭高培
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Publication of WO2017084573A1 publication Critical patent/WO2017084573A1/zh

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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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
    • E02D29/05—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench
    • E02D29/055—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them at least part of the cross-section being constructed in an open excavation or from the ground surface, e.g. assembled in a trench further excavation of the cross-section proceeding underneath an already installed part of the structure, e.g. the roof of a tunnel
    • 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
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D23/00—Caissons; Construction or placing of caissons

Definitions

  • the invention belongs to the support structure and the development and utilization of underground space resources.
  • the object of the present invention is to provide a new support theory, which can effectively overcome the defects of the existing support theory and realize the safe development and utilization of urban underground space.
  • An anti-ridge support structure is based on the beam-slab structure, and the force model is a horizontal load-top support porous retaining wall vertical wall panel support structure-top support structure, and the structure has a top support porous retaining wall vertical wall panel Support structure, countersunk longitudinal beam, top support structure, anti-long structure, and porous retaining caisson, and construction method thereof.
  • top support porous retaining wall vertical wall panel supporting structure is composed of a plurality of porous retaining walls, and the porous retaining wall is composed of a longitudinal retaining wall and a lateral retaining wall;
  • the porous retaining wall of the vertical support wall vertical wall supporting structure has two kinds of porous prefabricated retaining walls and porous reverse protective retaining walls;
  • the top support porous retaining wall vertical wall panel supporting structure is composed of a porous retaining wall, a vertical wall panel and a longitudinal beam according to the structure thereof;
  • the porous retaining wall has two kinds of pores: a safety hole and a soil opening hole;
  • the number of pores of the porous retaining wall is determined according to geological characteristics and depth of support;
  • the size of the vertical wall panel holes depends on the design of the support structure and the construction operation.
  • the longitudinal beam longitudinal beam is composed of a plurality of double well tubular sinking beams, and the double well tubular sinking beam is composed of a double well tubular sinking beam base and a tool wellbore, and the vertical beam longitudinal beam is a solid structure;
  • the longitudinal beam of the girder is supported by a continuous wall to support the continuous wall, so that the continuous wall becomes a continuous wall that can be arbitrarily supported;
  • the longitudinal wall of the arbitrarily erected continuous wall shall be designed
  • the continuous wall can be arbitrarily supported, and the continuous wall struts should be disposed at the continuous wall joint.
  • the top support structure is a sinker beam support;
  • the sinker beam support is composed of a double well tubular sinker beam base and a tool wellbore, and the sinker beam support is a solid structure;
  • the two ends of the girder support are connected with the support column or the support structure to form a vertical and horizontal support structure below the bottom plate structure.
  • the anti-long structure has two: one, a single anti-long structure; and two, a combined anti-long structure;
  • the single anti-long structure is composed of an inverted cantilever support structure and an anti-cold isolation wall;
  • the inverted cantilever support structure is disposed under the top of the countersunk beam
  • the anti-lobe isolation wall is located under the inverted cantilever support structure, and the two are spliced;
  • the combined anti-lobe structure consists of a single anti-lobe structure and a counterweight structure
  • the weight structure has three: one, a concrete weight structure; two, a frozen soil weight structure; three, a soil weight structure;
  • the concrete weight structure is composed of a jet grouting pile and a filling pile;
  • the frozen soil weight structure is composed of a frozen soil layer
  • the soil weight structure is composed of a pressurized T-shaped caisson, a pressurized T-shaped caisson and an upper fill, and a grouting stone formed by outward grouting of the grouting hole of the pressurized T-shaped caisson.
  • the design of the safety hole and the excavation hole of the porous retaining wall caisson is designed according to the vertical wall supporting structure of the top supporting porous retaining wall, and the caisson model has two: one, a porous prefabricated caisson; and a composite porous caisson;
  • the porous prefabricated caisson box is composed of a porous prefabricated retaining wall and a caisson base, and the porous prefabricated retaining wall is a prefabricated structure, and a plurality of porous prefabricated retaining walls are integrally connected by a porous prefabricated retaining wall vertical structure, and then the porous prefabricated retaining wall and the caisson base are
  • the porous prefabricated wall reinforcement section is reinforced and connected to form a porous prefabricated pressure caisson;
  • the composite porous caisson is composed of a caisson base and a caisson sliding formwork, and the model has two: one, a porous prefabricated pressure caisson; two, a porous reverse compression caisson, a porous prefabricated caisson, which is composed of a porous prefabricated wall caisson base.
  • the caisson sliding template does not slide, and the porous prefabricated retaining wall is directly pressurized on the caisson base. Therefore, the caisson is called a porous prefabricated caisson for the upper part;
  • the porous reversed caisson consists of a porous reversed retaining wall and a caisson base, porous
  • the reverse wall is formed by the caisson sliding formwork, and the porous reverse wall is pressed against the caisson base. Therefore, the caisson is called a porous reverse compression caisson; for the lower part, the porous prefabricated wall and the porous reverse wall are laid with the length. Engineering varies;
  • the porous reverse caisson of the composite porous caisson is composed of a caisson base and a caisson sliding template according to functions, and Toward, there are three types of sinking sliding section, retaining wall pouring section and caisson base section;
  • the porous reverse caisson of the composite porous caisson has two kinds of porous reverse wall protection models: one, the top support porous reverse wall; the second, the non-supported porous reverse wall;
  • the retaining wall watering section model has two: one, top support watering section; second, no support watering section, the top support watering section adopts I type top support; the unsupported watering section does not have top support, and the horizontal load is assumed by the caisson sliding template. ;
  • the sinking sliding section and the retaining wall pouring section are laid by the caisson sliding formwork, and are formed with the porous reversed pressing caisson, and the caisson base section is the caisson base, which is a mechanical excavation working chamber.
  • the construction method includes a porous retaining wall caisson construction method, a girder longitudinal beam construction method, a sinker beam bracing construction method, and a weight structure construction method.
  • porous retaining wall caisson construction method is used for supporting the vertical retaining wall vertical wall supporting structure, and the construction method thereof has two: one, a porous prefabricated caisson construction method; and a composite porous caisson construction method;
  • the porous prefabricated caisson construction method is to sink the porous prefabricated wall to the design elevation through the caisson base;
  • the porous reverse construction method for the porous reversed pressure caisson has two: one, the top support porous reverse wall construction method; the second, the non-supported porous reverse wall construction method;
  • the top support porous reverse wall retaining method adopts type I top support, and the construction sequence thereof: the earthwork excavation caisson sinks, the I type top support is laid one by one; the vertical wall plate hole template is laid, and the porous reversed protective wall is poured, both Repeat the construction several times until the support structure reaches the design elevation;
  • the unsupported porous reverse wall construction does not have a top support, and construction measures can be taken: first, adding a non-integral inner caisson sliding formwork; second, the vertical wall plate adopts a sliding formwork combined with a conventional formwork, and each has its own characteristics; , set the hanging bottom template, the construction sequence: earth sinking caisson sinking; porous reverse wall retaining water, the two repeated construction until the supporting structure reaches the design elevation;
  • the longitudinal beam construction measures are twofold: one, construction measures; second, structural measures, construction measures refer to the excavation of the joint clearance soil layer to ensure the longitudinal beam penetration; the structural measures mean that the longitudinal beam is only laid with the longitudinal retaining wall, and the transverse retaining wall is not applied.
  • the longitudinal retaining wall is designed as a reinforced concrete vertical structural panel, and the reinforced concrete vertical structural panel shall be designed according to the specifications to ensure the safety of the longitudinal beam construction;
  • the porous reverse-worked concrete construction the outer layer adopts a caisson sliding template, and the inner layer adopts a vertical wall plate hole template;
  • the sinking sliding section needs to maintain normal sinking and continuously slides down a small amount, and the sinking sliding section cannot be excavated by the earthwork, and the "stop" porous reversed pressing caisson sinks, causing the caisson sliding template and the longitudinal direction.
  • the concrete of the retaining wall is bonded;
  • the retaining wall watering section is a sinking height, that is, each time the porous reversed wall retaining concrete is poured;
  • the longitudinal beam structure steel bar positioning method has two: one, caisson method; second, the insertion method, the caisson method refers to the longitudinal beam structure steel bar with the porous reverse compression caisson sinking in place; the insertion method refers to the longitudinal beam structure steel bar Insert directly into the hole in the vertical wall panel;
  • the vertical wall panel and the longitudinal beam are constructed after the caisson sinks, that is, after the porous retaining wall is laid, alternately from bottom to top, the vertical wall panel is first constructed, and the longitudinal beam is constructed, and the two are laid one by one.
  • the construction sequence of the beam girder the single double wellbore girder sinks down to the design elevation, and the joint gap and the continuous wall bracing of each double wellbore girder should maintain sufficient operation space to avoid Influencing the construction of the project; the double wellbore sinking beam, through the roof support and the support on both sides, establish the joint clearance support studio; excavate the joint clearance soil layer, penetrate the double wellbore sinker beam base; and lay the continuous wall top support Studio; watering continuous wall struts and slab girders.
  • the construction method of the sill beam top support construction method the sinking beam of the double wellbore sinks to the design elevation; the horizontal support is used to lay both sides of the support and the roof support, and the node support studio is established; Excavation node support studio earthwork; node steel bar binding and concrete watering; double shaft well beam reinforced concrete watering; and tool shaft removal.
  • the weight structure construction method has three: one, concrete weight structure construction method; second, frozen soil weight structure construction method; third, soil weight structure construction method;
  • the construction sequence of the concrete weight structure firstly constructing a jet grouting pile; and then constructing a filling pile;
  • the construction of the frozen soil weight structure adopts a frozen soil layer construction
  • the construction sequence of the soil weight structure the sinking of the pressurized T-shaped sinking hole; laying the reinforced concrete of the bottom plate of the sinking well; filling the soil inside and above the sinking well base.
  • top support structure plan view.
  • top support structure (2) sectional view (A-A).
  • Figure 3 Plan view of concrete weight structure.
  • Figure 4 Plan view of the frozen soil weight structure.
  • Figure 5 Plan view of the soil weight structure.
  • Double-wellbore sinker beam diagram plan view.
  • Double wellbore sinker beam diagram (2) Cross section view (A-A).
  • FIG. 11 Flow chart of the construction of the top beam of the girder: the double-well tube sinking beam is supported by the top support to the design elevation.
  • Figure 12 Flow chart of the construction of the top beam of the girder: (2) Establish a node support studio using the support of the top of the horizontal jack and the support of the roof.
  • Figure 13 Flow chart of the construction of the top beam of the girder: (3) Excavation of the working room in the node support.
  • Figure 14 Flow chart of the construction of the top beam of the girder: (4) Node steel bar binding and concrete watering.
  • Figure 15 Flow chart of the construction of the top beam of the girder: (5) Reinforced concrete watering of the double wellbore girder and tool well removal.
  • FIG. Construction drawing of the longitudinal beam and continuous wall of the countersunk beam: The continuous wall has been constructed, and the double wellbore sinking beam sinks to the design elevation (facade).
  • Figure 17 Construction drawing of the longitudinal beam and continuous wall of the countersunk beam: (2) Establishing the joint clearance support studio (facade) of the double wellbore sinker beam.
  • Figure 18 Construction drawing of the longitudinal beam and continuous wall of the countersunk beam: (3) Excavation joint clearance The soil layer penetrates the double wellbore girder base (facade).
  • FIG. 1 Construction drawings of the vertical girder and continuous wall bracing: (4) Laying the continuous wall supporting support studio plane.
  • FIG. 21 Construction drawings of the vertical girder and continuous wall bracing: (6) Vertical section (B-B): reinforced concrete for watering the longitudinal beam of the girder.
  • Figure 22 Flow chart (cross section) of underground construction of combined anti-long structure top support structure: continuous wall and support column construction.
  • Figure 23 Flow chart (cross section) of underground construction of combined anti-long structure roof support structure: (2) Reverse slab construction.
  • Figure 24 Flow chart (cross section) of underground construction of combined anti-long structure roof support structure: (3) Middle layer reverse beam construction.
  • Figure 25 Flow chart (cross section) of underground construction of combined anti-long structure roof support structure: (4) Construction of vertical beam and continuous wall.
  • Figure 26 Flow chart (cross section) of underground construction of combined anti-long structure roof support structure: (5) Construction of countersunk top support and counterweight structure.
  • Figure 27 Flow chart of construction of underground works of combined anti-long structure roof support structure (cross section): (6) Construction of lower earthwork excavation and floor structure.
  • Figure 28 Flow chart (cross section) of underground engineering construction of combined anti-long structure roof support structure: (7) Construction of lower structure column and wall panel structure.
  • Figure 29 Flow chart (cross section) of underground construction of combined anti-long structure roof support structure: (8) Construction of upper structure column and wall panel structure.
  • Figure 30 a single porous caisson laying top support porous retaining wall vertical wall panel support structure: (1) facade.
  • Figure 31 Single vertical caisson laying top support porous retaining wall vertical wall panel supporting structure: (2) section (A-A): porous prefabricated wall plane.
  • Figure 32 Single vertical caisson laying top support porous retaining wall vertical wall panel supporting structure: (3) section (B-B): porous reversed compression caisson cross section.
  • Figure 33 Composite vertical porous caisson laying top support porous retaining wall vertical wall panel supporting structure: facade.
  • FIG. 34 Composite vertical porous caisson laying top support porous retaining wall vertical wall panel supporting structure: (2) section (A-A): porous prefabricated retaining wall plane.
  • Figure 35 Composite vertical porous caisson laying top support porous retaining wall vertical wall panel supporting structure: (3) section (B-B): porous reverse walling plane.
  • Fig. 36 composite porous roof box laying top support porous retaining wall vertical wall panel supporting structure: (4) section (C-C): porous prefabricated retaining wall and top bracing reversed protective wall.
  • FIG. 37 Composite vertical porous caisson laying top support porous retaining wall vertical wall panel supporting structure: (5) section (C-C): porous prefabricated retaining wall and unsupported porous reversed retaining wall.
  • Type I top support reverse wall retaining caisson diagram façade (I type top support porous reverse wall).
  • FIG 39 I type top support reverse wall retaining caisson diagram: (2) section (A-A): sinking sliding section.
  • Figure 40 I type top support reverse wall retaining caisson diagram: (3) section (B-B): retaining wall watering section.
  • FIG. 41 Type I top support reverse wall retaining caisson diagram: (4) section (C-C): caisson base section.
  • FIG. 42 Construction flow of the I-type top support reverse wall retaining caisson (longitudinal section): A type of top support is laid one by one by sinking the earthen caving caisson.
  • FIG. 43 I-type top support reverse wall retaining caisson construction process (longitudinal section): (2) One-time laying hole template watering reversed wall concrete.
  • Figure 44 I type top support reverse wall retaining caisson construction process (longitudinal section) Figure: (3) The second earthwork excavation caisson sinking one by one to lay the I type top support.
  • Figure 45 I type top support reverse wall retaining caisson construction process (longitudinal section)
  • the top support structure 7 adopts the top support porous retaining wall vertical wall support structure 87, the vertical load 17 is assumed by the reverse slab 60; the horizontal load 18 is supported by the vertical support porous vertical wall support
  • the retaining structure 87 is undertaken by the reverse slab 60, the middle layer reverse beam 61 and the countersunk beam struts 64; due to different geological characteristics, the anti-cold structure 72 bearing the bulging load 19 has two modes: one, a single anti-long structure 2; , combined anti-long structure 3.
  • the single anti-long structure 2 consists of an inverted cantilever support structure 23 and an anti-lobe isolation 6; the combined anti-lobe structure 3 consists of a single anti-lobe structure 2 and a counterweight structure 73.
  • the weight structure 73 has three: one, the concrete weight structure 9; two, the frozen soil weight structure 10; three, the soil weight structure 11.
  • the concrete weight structure 9 is composed of a jet grouting pile 31 and a filling pile 32;
  • the frozen soil weight structure 10 is composed of a frozen soil layer 34;
  • the soil weight structure 11 is composed of a pressurized T-shaped caisson 36 and grouting stones 33.
  • the pressurized T-shaped caisson 36 is formed by a base caisson 38 and a tool wellbore 65.
  • the base caisson 38 is laid with a base caisson floor 39, and the counterweight of the pressurized T-shaped caisson 36 is the soil in and above the base caisson 38. Layer 55, and its own weight.
  • the pressurized T-shaped caisson 36 is comprised of a sinker base 38 and a tool wellbore 65.
  • the dual wellbore sinker beam 56 is comprised of a twin wellbore sinker beam base 58 and a tool wellbore 65.
  • Figure 11, Figure 12, Figure 13, Figure 14, Figure 15 Construction sequence of the girder struts: 1.
  • the double wellbore girder 56 sinks to the design elevation; 2.
  • the horizontal jack 79 is used to lay the roof support 66 and the two sides Guard 67 establishes node support studio 68; 3, excavation node support studio 68 earthwork; 4, node steel lashing and concrete watering; 5, double well tubular sinking beam 56
  • the reinforced concrete watering and tool wellbore 65 is removed and, at this point, the twin wellbore sinker beam 56 becomes a countersunk beam stay 64.
  • the sinker beam support 64 sinks and is pressurized by the jack 79.
  • Figure 16, Figure 17, Figure 18, Figure 19, Figure 20, Figure 21 Construction sequence of the beam girder 59 and the continuous wall bracing 45: 1.
  • the continuous wall 43 has been constructed, and the double well beam girder 56 sinks to the design elevation. 2, double well beam sink beam 56 to establish joint gap 98 support studio 68; 3, excavation joint gap 98 soil layer through the double well tubular sink beam base 58; 4, laying continuous wall top support 44 support studio 68; Watering continuous wall top support 45 and countersunk longitudinal beam 59 reinforced concrete.
  • the double wellbore sinker beam 56 becomes the countersunk beam longitudinal beam 59.
  • the vertical beam longitudinal beam 59 can support the continuous wall 43 or the single pile supporting structure, and the continuous wall supporting member 45 is disposed at the continuous wall joint 44, and the single pile supporting structure is a pile and a top support.
  • the sinker beam 59 is sunk by the jack 79.
  • Figure 22, Figure 23, Figure 24, Figure 25, Figure 26, Figure 27, Figure 28, Figure 29 Combined anti-long structure 3 top support structure underground engineering 4 construction sequence: 1, continuous wall 43 and support column 24 construction 2, reverse slab 60 construction; 3, middle layer reverse beam construction 61; 4, sill beam longitudinal beam 59 and continuous wall struts 45 construction; 5, sink beam struts 64 construction; 6, counterweight structure 73 construction; 7. Construction of the lower earthwork excavation and floor structure 22; 8. Construction of the lower structural column 25 and wallboard structure 26; 9. Construction of the upper structural column 25 and the wallboard structure 26.
  • the continuous wall 43 non-top support structure 8 is used as the support structure 1, and the non-top support structure 8 is changed into the top support structure 7 by laying the vertical beam longitudinal beam 59; the top support of the caisson construction is adopted
  • the retaining structure, the underground project 4 has no map, and the two top support structures 7 have the same functional characteristics, but apply one to the geological characteristics of the soil layer.
  • the ground layer is laid by the reverse method to minimize the interference to the city during the construction period; 2.
  • the top support structure 7, the top support structure 71 and the weight structure 73 are used.
  • Anti-long support structure ending the history of human society laying underground engineering 74 controlled by geotechnical engineering, frequent accidents;
  • the construction of the underground support of the top support structure depends on the engineering geological characteristics, the depth of support, the construction process (the roadwork method, the positive method), and the earthwork excavation mode.
  • the road network segment mode of the multi-dimensional traffic road network has three: one layer The section mode, the two-story section mode, and the three-story section mode are therefore variability and diversity in construction. There is no law.
  • top support structure 7 The biggest advantage of the top support structure 7 is that the longitudinal opening of the project is not limited, and can be arbitrarily set, which greatly facilitates the "variation line" of the multi-dimensional traffic road network.
  • the development and utilization of underground engineering 74 can only be removed from the current difficulties by abandoning the existing support model and constraining the engineering conditions and eclecticism.
  • the anti-long support structure is based on the beam-slab structure, and is realized by the engineering beam-slab structure and the measure structure.
  • the existing supporting structure has two types: continuous wall and single pile (impact pile, rotating pile and digging pile), and the supporting structure 1 is non-top support.
  • Support structure 8 The top support porous retaining wall vertical wall panel support structure 87 is simply referred to as the top support structure 7 .
  • the support structure 1 of 74 cannot be provided with any top support, and its engineering is called underground construction of non-top support structure.
  • the non-top support structure 8 can realize the anti-ridge support structure by the structural measures: the set beam longitudinal beam 59 is provided.
  • the single anti-long structure 2 and the combined anti-lobe structure 3 depend on the geological characteristics, the difference between the two being the weight structure 73, the former without the weight structure 73, and the latter providing the weight structure 73.
  • Fig. 30, Fig. 31, Fig. 32 The top support porous retaining wall vertical wall panel support structure 87 is laid by a porous prefabricated caisson box 15.
  • the porous pre-formed caissons 15 are comprised of a porous prefabricated wall 16 and a caisson base 50.
  • the porous prefabricated retaining wall 16 is a prefabricated structure in which a plurality of porous prefabricated retaining walls 16 are integrally joined by a porous prefabricated retaining wall vertical structure 13 and then the porous prefabricated retaining wall 16 is reinforced with the porous prefabricated retaining wall reinforcement section 12 of the caisson base 50 to form a porous preform.
  • the top support porous retaining wall vertical wall panel support structure 87 is laid by a composite porous caisson 35.
  • the composite porous caisson 35 is composed of a caisson base 50 and a caisson sliding template 51.
  • the model has two models: a porous prefabricated caisson 15; a porous reverse pressure caisson 75, a porous prefabricated caisson 15, and a porous prefabricated wall.
  • the caisson sliding template does not slide, the porous prefabricated wall 16 is directly pressed against the caisson base 50, so the caisson is called a porous prefabricated caisson 75 for the upper part; the porous counter-pressure caisson 75 is made of porous The reverse protection wall 85 and the caisson base 50 are formed.
  • the porous reverse protection wall 85 is formed by the caisson sliding template 51, and the porous reverse protection wall 85 is pressed against the caisson base 50. Therefore, the caisson is called a porous reverse pressure caisson 75; In the lower portion, the length of both the porous prefabricated retaining wall 16 and the porous counterwall retaining wall 85 varies from project to project.
  • the porous reverse caisson 75 of the composite porous caisson 14 is composed of a caisson base 50 and a caisson sliding form 51 according to functions.
  • a caisson base 50 In the longitudinal direction, there are three types of sinking sliding section 76, retaining wall pouring section 77 and caisson base section 78;
  • the porous reverse caisson 14 of the composite porous caisson 14 has a porous reverse-resisting wall 85 model of two: one, abutting porous reverse-made retaining wall 40; two, a non-supporting porous reverse-protecting wall 41;
  • retaining wall watering section 77 There are two models of retaining wall watering section 77: one, top support watering section 46; two, no support watering section 47, top support watering section adopts I type top support 80; unsupported watering section 47 does not have top support, and its horizontal load 18 is The caisson sliding template 51 bears;
  • the sinking sliding section 76 and the retaining wall pouring section 77 are laid by the caisson sliding form 51, and are formed by sliding down with the porous reverse pressing caisson 75.
  • the caisson base section 78 that is, the caisson base 50, is a mechanical excavation working chamber 101.
  • the safety hole 92 and the soil opening 93 of the porous reverse compression caisson 75 are supported by the top support porous wall vertical wall support structure 87 Design requirements are determined;
  • the porous reverse-reverse caisson 85 of the porous reverse-compression caisson 75 has two construction methods: one, the top-supporting porous reverse-resisting wall 85 construction method; the second, the non-supported porous reverse-worked retaining wall 85 construction method; the top-supporting porous reverse-worked retaining wall 85 construction
  • the method adopts I-type top support 80, and its construction sequence: 1 earthwork excavation caisson sinking, laying I type top support 80 one by one; 2 laying vertical wall plate hole template 52, watering porous reverse working wall 85, both repeating many times Construction until the support structure 1 reaches the design elevation.
  • the construction of the non-supported porous reverse wall 85 does not have a top support, and construction measures can be taken: 1.
  • the vertical wall plate 86 is combined with a conventional form by a sliding formwork, and each has its own characteristics; Third, the suspension bottom template is set up.
  • the construction sequence is as follows: 1. The earthwork excavation caisson sinks; 2. The porous reverse wall 85 is watered, and the two are repeatedly constructed until the support structure 1 reaches the design elevation.
  • Construction measures There are two construction measures for the longitudinal beam 97: 1. Construction measures; 2. Structural measures, construction measures refer to the removal of the joint layer 98 soil layer 55 to ensure that the longitudinal beam 97 is penetrated; the structural measure means that the longitudinal beam 97 is only laid with the longitudinal retaining wall 48, The transverse retaining wall 49 is laid, and the longitudinal retaining wall 48 is designed as a reinforced concrete vertical structural plate, and the reinforced concrete vertical structural plate should be designed according to specifications to ensure the safety of the longitudinal beam 97 construction.
  • Porous concrete wall 85 concrete construction the outer layer adopts the caisson sliding template 51, and the inner layer adopts the vertical wall plate hole template 52;
  • the sinking sliding section 76 needs to maintain normal sinking (continuously sliding down and down), and the sinking sliding section 76 cannot be excavated by the earthwork, and the "stop" porous reversed pressing caisson 75 sinks, causing the caisson to slide.
  • the template 51 is bonded to the concrete of the longitudinal retaining wall 48;
  • the retaining wall watering section 77 is a sinking height, that is, a concrete pouring height of the porous reverse facing wall 85 each time;
  • caisson method refers to the structural reinforcement of the longitudinal beam 97 with the porous reverse compression caisson 75 sinking in place
  • the insertion method refers to the longitudinal beam 97
  • the structural reinforcement is inserted directly into the hole in the vertical wall panel 86.
  • the vertical wall panel 86 and the longitudinal beam 97 are constructed after the caisson sinks, that is, after the porous retaining wall 20 is laid, alternately from bottom to top, the vertical wall panel 80 is first constructed, and the longitudinal beam 97 is constructed one by one. Laying
  • the blade foot support 99 can be provided.
  • FIG 38, Figure 39, Figure 40, Figure 41 Porous reversed compression caisson 75 by function, from caisson base 50 and caisson
  • the sliding template 51 is composed of a sinking sliding section 76, a retaining wall pouring section 77 and a caisson base section 78 in the longitudinal direction.
  • the safety hole 92 and the soil opening 93 of the porous counter-pressure caisson 75 are designed in accordance with the requirements of the top-supporting porous wall vertical wall support structure 87.
  • the jack 97 is a key device for the porous reverse pressure caisson 75, but since the porous reverse pressure caisson 75 is different in process, it can be selected according to the actual situation.
  • the top support porous retaining wall vertical wall panel support structure 87 is constructed by a porous reverse compression caisson 75.
  • Porous reverse-made pressurized caisson 75 construction sequence earthwork excavation caisson sinking, laying I-type top support 80 one by one; laying vertical wall plate hole formwork 52; installing porous reverse-protected bottom wall formwork 100; pouring porous reverse-made retaining wall 85 concrete . Both the sinking and the watering are repeatedly laid one by one until the supporting structure reaches the design elevation.
  • the anti-long support structure is described separately according to structure, construction method and conclusion.
  • the anti-long support structure is described in the vertical support wall vertical support structure, the vertical beam longitudinal beam, the top support structure, the anti-long structure, the weight structure and the porous wall caisson.
  • the supporting structure of the vertical retaining wall of the porous retaining wall is composed of a longitudinal beam, a porous reverse wall and a vertical wall plate.
  • the porous body has two kinds of safety holes and a soil hole, and the number of holes is determined according to geological characteristics and support depth. .
  • the so-called top support structure means that the support structure is provided with longitudinal members, and the design of the top support structure is not limited by the span and the height of the longitudinal beams. This is the fundamental difference between the top support structure and the existing support structure (underground continuous wall and digging pile).
  • the girder longitudinal beam is composed of a plurality of double well tubular beams.
  • the top support structure has three: one, reverse slab; second, middle layer reverse beam; third, sill beam top support.
  • the single anti-long structure consists of an inverted cantilever support structure and an anti-long barrier wall.
  • the inverted cantilever is placed under the top of the girder to prevent the soil from rising.
  • the structure is called the inverted cantilever support structure.
  • the purpose of the anti-long wall is to slow down the uplift of the foundation pit, and the anti-loof wall and the inverted cantilever support structure are spliced, and the length depends on the geological characteristics.
  • the combined anti-long structure consists of a single anti-cab structure and a counterweight structure.
  • the weight structure refers to the uplift of the foundation pit, and the weight structure is set to resist the uplift of the soil in the foundation pit.
  • the structure is called the weight structure.
  • the heavy structure is also called the virtual anti-long floor, and its structural form has three: one is the concrete weight structure; the other is the frozen soil weight structure; third, the soil weight structure;
  • the concrete counterweight weight structure consists of a bored pile, a jet grouting pile and a filling pile.
  • the frozen soil weight structure is composed of frozen soil.
  • the soil weight structure is to use a pressurized grille T-shaped sinking sink, and the sinking well is provided with a reinforced concrete floor.
  • the weight of the piled up soil in the sinking well and the sinking well and the sinking well itself is anti-long, and the anti-long is called the soil weighting anti-long.
  • the porous retaining wall caisson has two: one, a porous prefabricated caisson; and a composite porous caisson.
  • the porous prefabricated caisson consists of a porous prefabricated wall and a caisson base.
  • the composite porous caisson has two layers: one, a porous prefabricated caisson, which is composed of a porous prefabricated retaining wall and a caisson base for the upper part; and a porous reversed pressurized caisson.
  • the porous reverse compression caisson is composed of a caisson base and a caisson sliding form according to the structure, and is divided into three sections according to the longitudinal direction: one, a sinking sliding section; two, a retaining wall pouring section; and a caving tank base section for the lower part.
  • a porous retaining wall is used to lay a porous retaining wall, and a plurality of porous retaining walls are connected as a whole, and then vertical wall panels and longitudinal beams are laid one by one from the bottom to form a vertical supporting wall vertical wall supporting structure
  • the construction sequence of the vertical beam longitudinal beam and the continuous wall top support 45 1.
  • the continuous wall has been constructed, the double wellbore sinking beam sinks to the design elevation; 2.
  • the double wellbore sinker beam establishes the joint clearance support studio; 3.
  • the excavation joint clearance soil The layer penetrates the base of the double wellbore sinking beam; 4.
  • the continuous wall top support studio is laid; 5.
  • the continuous wall top support and the vertical beam longitudinal reinforced concrete are poured.
  • the construction method of the top support structure has three: one, the reverse construction method; the second, the middle layer reverse construction method; the third, the three types of construction methods.
  • the ground floor is constructed by reverse engineering.
  • the middle floor structure adopts the main beam reverse construction, and the floor is not constructed.
  • the method is called the middle layer reverse beam construction method.
  • the construction of the girders of the girder is carried out according to the following procedures: 1. The sinking beam of the double wellbore sinks to the design elevation; 2. The support of the roof is supported by the horizontal jack and the support of the two sides; 3. Excavation node support Workshop earthwork; 4, node steel bar binding and concrete watering; 5, double well tubular beam reinforced concrete watering; 6, demolition tool wellbore.
  • the supporting anti-long construction method means that the uplift load is only borne by the supporting structure, that is, by the inverted cantilever supporting structure and the anti-long wall; the combined anti-long construction method is supported by the supporting anti-long structure construction method and the counterweight structure.
  • weight structure construction method There are three construction methods for the weight structure: one is the concrete weight structure construction method; the other is the frozen soil weight structure construction method; third, the soil weight structure construction method.
  • the construction of concrete counterweight structure is carried out in the order of bored pile construction, jet grouting pile construction and filling pile construction, and finally forms a concrete weight structure.
  • the construction of the frozen soil weight structure is to freeze the foundation pit into a frozen soil layer.
  • the pressurized T-shaped sinking sink is used to sink into the design elevation, watering the T-shaped sinking floor; filling the T-shaped sinking well; and removing the wellbore.
  • the underground engineering construction method has two methods: the underground construction method of the top support structure and the underground construction method of the non-top support structure.
  • the underground support construction method of the top support structure is divided into the underground construction method of the single anti-long structure roof support structure and the underground construction method of the combined anti-long structure roof support structure.
  • the underground construction method of non-top support structure is divided into two types: underground construction method of single anti-long structure non-top support structure and underground construction method of combined anti-long structure non-top support structure.
  • Underground space development adds a new support theory - anti-loung support theory, which can ensure the undergroundization of urban vehicles (underground high Speed highway construction safety, ending the history of human society's development of underground space resources based on geological characteristics, engineering insecurity, and frequent vicious accidents. It can be affirmed that the development and utilization of underground space resources has undergone a major epoch-making “revolution”.
  • the urban transportation mode has been changed from the subway mode to the car mode, and construction safety has been guaranteed.
  • the underground roads realize the safety of intelligent traffic construction, and the development of urban underground space based on the shield construction technology will become history.

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Abstract

一种抗隆支护结构，建立在梁板结构基础上，包括顶撑多孔护壁竖向墙板支护结构（87）、沉梁纵梁（59）、顶撑结构（71）、抗隆结构（72）、多孔护壁沉箱（14）。

Description

抗隆支护结构 技术领域
本发明属于支护结构、地下空间资源开发利用。
背景技术
多年以来，人类社会实现汽车地下化，解决交通“拥堵”，确保城市可持续发展，备受世界各国政府和学者关注。不能汽车地下化的症结在于石化燃料汽车严重“污染”，不能确保地下空间绿色环保。地下空间严重“污染”，汽车地下化受阻，酿成城市“综合症”。两害相权取其轻，国际社会对“污染”和“综合症”两者权衡利弊，苦涩地接受城市“综合症”，认同城市“综合症”带来苦不堪言，甚至令人恐惧的城市交通，无条件接受城市“拥堵”，这样残酷的现实全球城市必须面对，无一幸免。地铁视为人类社会解决城市交通“拥堵”最高智慧。理性是人类发展的基础。
此一时，彼一时。今天，随着汽车换代，无污染的电动汽车推广应用，本世纪为汽车地下化世纪、地下空间开发世纪当之无愧。但现有抗力支护结构不能实现地下空间开发施工安全。可以肯定，人类社会应该结束对地下空间资源开发全凭地质特性左右，工程不安全，恶性事故频发的历史。为此，面对地下空间开发世纪，研究一种崭新的抗隆支护结构取代现有抗力支护结构乃当务之急。抗隆支护结构按现行结构设计规范执行，可适时地进行动态监测，是保障地下空间开发行之有效的“最佳工法”，名至实归。
发明内容
本发明的目的是提供一种新的支护理论，能有效地克服现有支护理论的缺陷，实现城市地下空间安全开发利用。一种抗隆支护结构是建立在梁板结构基础上，受力模型为水平荷载—顶撑多孔护壁竖向墙板支护结构—顶撑结构，其结构有顶撑多孔护壁竖向墙板支护结构、沉梁纵梁、顶撑结构、抗隆结构、以及多孔护壁沉箱，及其施工法。
进一步的，所述顶撑多孔护壁竖向墙板支护结构由多个多孔护壁组成，多孔护壁由纵向护壁和横向护壁组成；
所述顶撑多孔护壁竖向墙板支护结构的多孔护壁有多孔预制护壁和多孔逆作护壁两种；
所述顶撑多孔护壁竖向墙板支护结构，按其结构，由多孔护壁、竖向墙板和纵梁组成；
所述多孔护壁的多孔有安全孔和出土孔两种；
所述多孔护壁的多孔数量根据地质特性和支护深度确定；
所述竖向墙板孔的大小取决于支护结构设计和施工操作。
进一步的，所述沉梁纵梁由多个双井筒沉梁组成，双井筒沉梁由双井筒沉梁底座和工具井筒组成，沉梁纵梁为实心结构；
所述沉梁纵梁通过连续墙顶撑顶撑连续墙，使其连续墙变为可任意顶撑的连续墙；
所述可任意顶撑连续墙应设计纵梁；
所述可任意顶撑连续墙，其连续墙顶撑应设置于连续墙接头处。
进一步的，所述顶撑结构为沉梁顶撑；沉梁顶撑由双井筒沉梁底座和工具井筒组成，沉梁顶撑为实心结构；
所述沉梁顶撑两端与支承柱或支护结构连接，构成底板结构下面的纵横顶撑结构。
进一步的，所述抗隆结构有二：一、单一抗隆结构；二、组合抗隆结构；
所述单一抗隆结构由倒悬臂支护结构和抗隆隔离墙组成；
所述倒悬臂支护结构设置于沉梁顶撑下面；
所述抗隆隔离墙位于倒悬臂支护结构下面，两者为绞接；
所述组合抗隆结构由单一抗隆结构和配重结构组成；
所述配重结构有三：一、混凝土配重结构；二、冻土配重结构；三、土体配重结构；
所述混凝土配重结构由旋喷桩和填充桩组成；
所述冻土配重结构由冻结土层组成；
所述土体配重结构由加压T形沉井、加压T形沉井内和上面填土，以及加压T形沉井的注浆孔向外注浆构成的注浆结石组成。
进一步的，所述多孔护壁沉箱的安全孔和出土孔设计根据顶撑多孔护壁竖向墙板支护结构设计，其沉箱模型有二：一、多孔预制加压沉箱；二、复合多孔沉箱；
所述多孔预制加压沉箱，由多孔预制护壁和沉箱底座组成，多孔预制护壁为预制结构，通过多孔预制护壁竖向结构将多个多孔预制护壁连成整体，然后将多孔预制护壁与沉箱底座的多孔预制护壁加固段加固连接，构成多孔预制加压沉箱；
所述复合多孔沉箱由沉箱底座和沉箱滑动模板组成，其模型有二：一、多孔预制加压沉箱；二、多孔逆作加压沉箱，多孔预制加压沉箱，由多孔预制护壁沉箱底座组成，沉箱滑动模板不滑动，多孔预制护壁直接加压于沉箱底座上，所以，沉箱称其为多孔预制加压沉箱，用于上部；多孔逆作加压沉箱由多孔逆作护壁与沉箱底座构成，多孔逆作护壁依靠沉箱滑动模板成型，多孔逆作护壁加压于沉箱底座上，所以，沉箱称其为多孔逆作加压沉箱；用于下部，多孔预制护壁与多孔逆作护壁两者敷设长度随工程而异；
所述复合多孔沉箱的多孔逆作加压沉箱，按功能，由沉箱底座和沉箱滑动模板组成，按纵 向，有下沉滑动段、护壁浇灌段和沉箱底座段三种；
所述复合多孔沉箱的多孔逆作加压沉箱，其多孔逆作护壁模型有二：一、顶撑多孔逆作护壁；二、无撑多孔逆作护壁；
所述护壁浇灌段模型有二：一、顶撑浇灌段；二、无撑浇灌段，顶撑浇灌段采用I型顶撑；无撑浇灌段不设顶撑，其水平荷载由沉箱滑动模板承担；
所述下沉滑动段和护壁浇灌段由沉箱滑动模板敷设，随其多孔逆作加压沉箱下滑成型，沉箱底座段即沉箱底座，为机械挖掘工作室。
进一步的，所述施工法有多孔护壁沉箱施工法、沉梁纵梁施工法、沉梁顶撑施工法和配重结构施工法四种。
进一步的，所述多孔护壁沉箱施工法用于顶撑多孔护壁竖向墙板支护结构，其施工法有二：一、多孔预制加压沉箱施工法；二、复合多孔沉箱施工法；
所述多孔预制加压沉箱施工法是通过沉箱底座，将多孔预制护壁下沉至设计标高；
所述多孔逆作加压沉箱的多孔逆作护壁施工法有二：一、顶撑多孔逆作护壁施工法；二、无撑多孔逆作护壁施工法；
所述顶撑多孔逆作护壁施工法采用I型顶撑，其施工顺序:土方开挖沉箱下沉，逐一敷设I型顶撑；敷设竖向墙板孔模板，浇灌多孔逆作护壁，两者多次重复施工，直至支护结构达到设计标高；
所述无撑多孔逆作护壁施工不设顶撑，可采取施工措施：一、增设非整体内层沉箱滑动模板；二、竖向墙板采用滑动模板与常规支模结合，各自发挥特性；三、设置悬吊底模板，施工顺序:、土方开挖沉箱下沉；、多孔逆作护壁浇灌，两者多次重复施工，直至支护结构达到设计标高；
所述纵梁施工措施有二：一、施工措施；二、结构措施，施工措施是指接头间隙土层开挖，确保纵梁贯通；结构措施是指纵梁仅敷设纵向护壁,不敷设横向护壁，纵向护壁设计为钢筋混凝土竖向结构板，钢筋混凝土竖向结构板应按规范设计，确保纵梁施工安全；
所述多孔逆作护壁混凝土施工：外层采用沉箱滑动模板，里层采用竖向墙板孔模板；
所述下沉滑动段需要保持正常下沉不断地小幅度滑动下沉，其下沉滑动段不能因土方停止开挖，而“终止”多孔逆作加压沉箱下沉，致使沉箱滑动模板与纵向护壁的混凝土产生粘结；
所述护壁浇灌段为下沉高度，即每次多孔逆作护壁混凝土浇灌高度；
所述纵梁结构钢筋就位方法有二：一、沉箱法；二、插入法，沉箱法是指纵梁结构钢筋随多孔逆作加压沉箱下沉就位；插入法是指纵梁结构钢筋直接插入竖向墙板孔内就位；
所述竖向墙板与纵梁施工是在沉箱下沉后，即多孔护壁敷设后，从下而上逐一交替施工，先施工竖向墙板，后施工纵梁，两者逐一向上敷设。
进一步的，所述沉梁纵梁，其施工顺序：、单个双井筒沉梁逐一下沉至设计标高，每个双井筒沉梁的接头间隙和连续墙顶撑均应保持足够的操作空间，避免影响工程施工；、双井筒沉梁，通过顶板支护和两侧支护,建立接头间隙支护工作室；、挖掘接头间隙土层，贯通双井筒沉梁底座；、敷设连续墙顶撑支护工作室；、浇灌连续墙顶撑和沉梁纵梁钢筋混凝土。
进一步的，所述沉梁顶撑施工法，其施工顺序：、双井筒沉梁下沉至设计标高；、采用水平千斤顶敷设两侧支护和顶板支护，建立节点支护工作室；、开挖节点支护工作室土方；、节点钢筋绑扎和混凝土浇灌；、双井筒沉梁钢筋混凝土浇灌；、拆除工具井筒。
进一步的，所述配重结构施工法有三：一、混凝土配重结构施工法；二、冻土配重结构施工法；三、土体配重结构施工法；
所述混凝土配重结构施工顺序：先施工旋喷桩；后施工填充桩；
所述冻土配重结构施工采用冻结土层施工；
所述土体配重结构施工顺序：加压T形沉井下沉；敷设沉井底座底板钢筋混凝土；沉井底座内和上面填土。
附图说明
图1、顶撑支护结构：平面图。
图2、顶撑支护结构：(2)剖面图(A-A)。
图3、混凝土配重结构平面图。
图4、冻土配重结构平面图。
图5、土体配重结构平面图。
图6、加压T形沉井图：加压T形沉井立面图。
图7、加压T形沉井图：(2)加压T形沉井变为土体配重结构图。
图8、双井筒沉梁图：平面图。
图9、双井筒沉梁图：(2)横剖面图(A-A)。
图10、双井筒沉梁图：(3)纵剖面图(B-B)。
图11、沉梁顶撑施工流程图：双井筒沉梁顶撑下沉至设计标高。
图12、沉梁顶撑施工流程图：(2)采用水平千斤顶顶两侧支护和顶板支护建立节点支护工作室。
图13、沉梁顶撑施工流程图：(3)节点支护工作室内挖土。
图14、沉梁顶撑施工流程图：(4)节点钢筋绑扎和混凝土浇灌。
图15、沉梁顶撑施工流程图：(5)双井筒沉梁钢筋混凝土浇灌和工具井筒拆除。
图16、沉梁纵梁和连续墙顶撑施工图：连续墙已施工,双井筒沉梁下沉至设计标高(立面)。
图17、沉梁纵梁和连续墙顶撑施工图：(2)双井筒沉梁建立接头间隙支护工作室(立面)。
图18、沉梁纵梁和连续墙顶撑施工图：(3)挖掘接头间隙土层贯通双井筒沉梁底座(立面)。
图19、沉梁纵梁和连续墙顶撑施工图：(4)敷设连续墙顶撑支护工作室平面。
图20、沉梁纵梁和连续墙顶撑施工图：(5)竖向剖面(A-A)：浇灌连续墙顶撑和沉梁纵梁钢筋混凝土。
图21、沉梁纵梁和连续墙顶撑施工图：(6)竖向剖面(B-B)：浇灌沉梁纵梁钢筋混凝土。
图22、组合抗隆结构顶撑支护结构地下工程施工流程图(横剖面)：连续墙和支承柱施工。
图23、组合抗隆结构顶撑支护结构地下工程施工流程图(横剖面)：(2)逆作楼板施工。
图24、组合抗隆结构顶撑支护结构地下工程施工流程图(横剖面)：(3)中层逆作梁施工。
图25、组合抗隆结构顶撑支护结构地下工程施工流程图(横剖面)：(4)沉梁纵梁和连续墙顶撑施工。
图26、组合抗隆结构顶撑支护结构地下工程施工流程图(横剖面)：(5)沉梁顶撑和配重结构施工。
图27、组合抗隆结构顶撑支护结构地下工程施工流程图(横剖面)：(6)下部土方开挖和底板结构施工。
图28、组合抗隆结构顶撑支护结构地下工程施工流程图(横剖面)：(7)下层结构柱、墙板结构施工。
图29、组合抗隆结构顶撑支护结构地下工程施工流程图(横剖面)：(8)上层结构柱、墙板结构施工。
图30、单一多孔沉箱敷设顶撑多孔护壁竖向墙板支护结构图：(1)立面。
图31、单一多孔沉箱敷设顶撑多孔护壁竖向墙板支护结构图：(2)剖面(A-A)：多孔预制护壁平面。
图32、单一多孔沉箱敷设顶撑多孔护壁竖向墙板支护结构图：(3)剖面(B-B)：多孔逆作加压沉箱横剖面。
图33、复合多孔沉箱敷设顶撑多孔护壁竖向墙板支护结构图：立面。
图34、复合多孔沉箱敷设顶撑多孔护壁竖向墙板支护结构图：(2)剖面(A-A)：多孔预制护壁平面。
图35、复合多孔沉箱敷设顶撑多孔护壁竖向墙板支护结构图：(3)剖面(B-B)：多孔逆作护壁平面。
图36、复合多孔沉箱敷设顶撑多孔护壁竖向墙板支护结构图：(4)剖面(C-C)：多孔预制护壁和顶撑多孔逆作护壁。
图37、复合多孔沉箱敷设顶撑多孔护壁竖向墙板支护结构图：(5)剖面(C-C)：多孔预制护壁和无撑多孔逆作护壁。
图38、I型顶撑逆作护壁加压沉箱图：立面(I型顶撑多孔逆作护壁)。
图39、I型顶撑逆作护壁加压沉箱图：(2)剖面(A-A)：下沉滑动段。
图40、I型顶撑逆作护壁加压沉箱图：(3)剖面(B-B)：护壁浇灌段。
图41、I型顶撑逆作护壁加压沉箱图：(4)剖面(C-C)：沉箱底座段。
图42、I型顶撑逆作护壁加压沉箱施工流程(纵剖面)图：一次土方开挖沉箱下沉逐一敷设I型顶撑。
图43、I型顶撑逆作护壁加压沉箱施工流程(纵剖面)图：(2)一次敷设孔模板浇灌逆作护壁混凝土。
图44、I型顶撑逆作护壁加压沉箱施工流程(纵剖面)图：(3)二次土方开挖沉箱下沉逐一敷设I型顶撑。
图45、I型顶撑逆作护壁加压沉箱施工流程(纵剖面)图：(4)二次敷设孔模板浇灌逆作护壁混凝土。
其中：1 支护结构  2 单一抗隆结构  3 组合抗隆结构  4 顶撑支护结构地下工程  6 抗隆隔离墙  7 顶撑支护结构  8 非顶撑支护结构  9 混凝土配重结构  10 冻土配重结构  11 土体配重结构  12 多孔预制护壁加固段  13 多孔预制护壁竖向结构  14 多孔护壁沉箱  15 多孔预制加压沉箱  16 多孔预制护壁  17 竖向荷载  18 水平荷载  19 隆起荷载  20 多孔护壁  22 底板结构  23 倒悬臂支护结构  24 支承柱  25 结构柱  26 墙板结构  27 混凝 土配重  28 冻土配重  29 土体配重  31 旋喷桩  32 填充桩  33 注浆结石  34 冻结土层  35 复合多孔沉箱  36 加压T形沉井  37 注浆孔  38 沉井底座  39 沉井底座底板  40 顶撑多孔逆作护壁  41 无撑多孔逆作护壁  43 连续墙  44 连续墙接缝  45 连续墙顶撑  46 顶撑浇灌段  47 无撑浇灌段  48 纵向护壁  49 横向护壁  50 沉箱底座  51 沉箱滑动模板  52 竖向墙板孔模板  54 绞接  55 土层  56 双井筒沉梁  58 双井筒沉梁底座  59 沉梁纵梁  60 逆作楼板  61 中层逆作梁  64 沉梁顶撑  65 工具井筒  66 顶板支护  67 两侧支护  68 支护工作室  71 顶撑结构  72 抗隆结构  73 配重结构  74 地下工程  75 多孔逆作加压沉箱  76 下沉滑动段  77 护壁浇灌段  78 沉箱底座段  79 千斤顶  80 I型顶撑  81 一次敷设I型顶撑  82 二次敷设I型顶撑  83 三次敷设I型顶撑  84 四次敷设I型顶撑  85 多孔逆作护壁  86 竖向墙板  87 顶撑多孔护壁竖向墙板支护结构  92 安全孔  93 出土孔  94 地面  97 纵梁  98 接头间隙  99 刃脚顶撑  100 多孔逆作护壁底模板  101 机械挖掘工作室
具体实施方式
下面结合附图说明本发明的具体实施方式。
如图1—图45所示。
图1、图2：顶撑支护结构7采用顶撑多孔护壁竖向墙板支护结构87，竖向荷载17由逆作楼板60承担；水平荷载18经顶撑多孔护壁竖向墙板支护结构87，由逆作楼板60、中层逆作梁61和沉梁顶撑64承担；由于地质特性不同，承担隆起荷载19的抗隆结构72模式有二：一、单一抗隆结构2；二、组合抗隆结构3。单一抗隆结构2由倒悬臂支护结构23和抗隆隔离6组成；组合抗隆结构3由单一抗隆结构2和配重结构73组成。
图3、图4、图5：配重结构73有三：一、混凝土配重结构9；二、冻土配重结构10；三、土体配重结构11。混凝土配重结构9由旋喷桩31和填充桩32构成；冻土配重结构10由冻结土层34构成；土体配重结构11由加压T形沉井36和注浆结石33构成。加压T形沉井36由底座沉井38和工具井筒65构成，底座沉井38敷设底座沉井底板39，其加压T形沉井36的配重为底座沉井38内和上面的土层55，及其自重。
图6、图7：加压T形沉井36由沉井底座38和工具井筒65构成。
图8、图9、图10：双井筒沉梁56由双井筒沉梁底座58和工具井筒65组成。
图11、图12、图13、图14、图15：沉梁顶撑施工顺序：1、双井筒沉梁56下沉至设计标高；2、采用水平千斤顶79敷设顶板支护66和两侧支护67建立节点支护工作室68；3、开挖节点支护工作室68土方；4、节点钢筋绑扎和混凝土浇灌；5、双井筒沉梁56 钢筋混凝土浇灌和工具井筒65拆除，至此，双井筒沉梁56变为沉梁顶撑64。沉梁顶撑64下沉采用千斤顶79加压。
图16、图17、图18、图19、图20、图21：沉梁纵梁59和连续墙顶撑45施工顺序:1、连续墙43已施工,双井筒沉梁56下沉至设计标高；2、双井筒沉梁56建立接头间隙98支护工作室68；3、挖掘接头间隙98土层贯通双井筒沉梁底座58；4、敷设连续墙顶撑44支护工作室68；5、浇灌连续墙顶撑45和沉梁纵梁59钢筋混凝土。至此，双井筒沉梁56变为沉梁纵梁59。沉梁纵梁59可顶撑连续墙43或单桩支护结构，连续墙顶撑45设置于连续墙接缝44处，单桩支护结构为一桩一顶撑。沉梁纵梁59下沉采用千斤顶79加压。
图22、图23、图24、图25、图26、图27、图28、图29：组合抗隆结构3顶撑支护结构地下工程4施工顺序：1、连续墙43和支承柱24施工；2、逆作楼板60施工；3、中层逆作梁61施工；4、沉梁纵梁59和连续墙顶撑45施工；5、沉梁顶撑64施工；6、配重结构73施工；7、下部土方开挖和底板结构22施工；8、下层结构柱25、墙板结构26施工；9、上层结构柱25、墙板结构26施工。本图采用连续墙43非顶撑支护结构8作为支护结构1，通过敷设沉梁纵梁59将非顶撑支护结构8变为顶撑支护结构7；采用沉箱施工的顶撑支护结构，地下工程4无图，两种顶撑支护结构7功能特性相同，但对土层地质特性适用各一。
顶撑支护结构地下工程4施工特点有三：一、采用逆作法敷设地面层，使施工期间对城市干扰最小；二、采用顶撑支护结构7，顶撑结构71和配重结构73构成的抗隆支护结构，结束人类社会敷设地下工程74被岩土工程控制，事故频发的历史；三、采用公共隧道模式敷设地下工程74，避免城市经常“拉链”，污染环境，确保城市生活有序。不难看出，即便现有的连续墙43和挖孔桩等非顶撑支护结构8，通过设计措施和施工措施，变为顶撑支护结构7，确是一种行之有效的支护方案。
顶撑支护结构地下工程4施工取决于工程地质特性、支护深度、施工工艺(道作法、正作法)，以及土方开挖模式；另外，多维交通路网的路网路段模式有三：一层路段模式、二层路段模式、三层路段模式，所以，其施工具有可变性、多样性。法无定法。
顶撑支护结构7最大优点是工程纵向开间不受限制，可任意设置，极大限度方便多维交通路网“变线”。一言以蔽之，地下工程74的开发利用，只有摒弃现有支护模式，因工程制宜，不拘一格，才能走出目前的难境。
抗隆支护结构是建立在梁板结构的基础上，利用工程梁板结构,辅以措施结构实现。现有支护结构有连续墙和单桩(冲击桩、旋转桩和挖孔桩)两类，其支护结构1均为非顶撑 支护结构8。顶撑多孔护壁竖向墙板支护结构87简称为顶撑支护结构7。所谓顶撑支护结构地下工程4和非顶撑支护结构地下工程5，是指地下工程74的支护结构1可任意顶撑，其工程称为顶撑支护结构地下工程4；地下工程74的支护结构1不能设置任意顶撑，其工程称为非顶撑支护结构地下工程5。非顶撑支护结构8可通过结构措施：设置沉梁纵梁59实现抗隆支护结构。
单一抗隆结构2与组合抗隆结构3取决于地质特性，两者的区别在于配重结构73，前者不设配重结构73，后者设置配重结构73。
图30、图31、图32：顶撑多孔护壁竖向墙板支护结构87采用多孔预制加压沉箱15敷设。多孔预制加压沉箱15由多孔预制护壁16和沉箱底座50组成。多孔预制护壁16为预制结构，通过多孔预制护壁竖向结构13将多个多孔预制护壁16连成整体，然后将多孔预制护壁16与沉箱底座50的多孔预制护壁加固段12加固连接，构成多孔预制加压沉箱15；多孔预制加压沉箱15，实际上，沉箱为就地组装多孔护壁20，对沉箱而言,逐一增加多孔预制护壁16，逐一加压，逐一下沉,适用于软土地层。
图33、图34、图35、图36、图37：顶撑多孔护壁竖向墙板支护结构87采用复合多孔沉箱35敷设。复合多孔沉箱35由沉箱底座50和沉箱滑动模板51组成，其模型有二：一、多孔预制加压沉箱15；二、多孔逆作加压沉箱75，多孔预制加压沉箱15，由多孔预制护壁16沉箱底座50组成，沉箱滑动模板不滑动，多孔预制护壁16直接加压于沉箱底座50上，所以，沉箱称其为多孔预制加压沉箱75，用于上部；多孔逆加压沉箱75由多孔逆作护壁85与沉箱底座50构成，多孔逆作护壁85依靠沉箱滑动模板51成型，多孔逆作护壁85加压于沉箱底座50上，所以，沉箱称其为多孔逆加压沉箱75；用于下部，多孔预制护壁16与多孔逆作护壁85两者敷设长度随工程而异。
复合多孔沉箱14的多孔逆作加压沉箱75，按功能，由沉箱底座50和沉箱滑动模板51组成，按纵向，有下沉滑动段76、护壁浇灌段77和沉箱底座段78三种；
复合多孔沉箱14的多孔逆作加压沉箱75，其多孔逆作护壁85模型有二：一、顶撑多孔逆作护壁40；二、无撑多孔逆作护壁41；
护壁浇灌段77模型有二：一、顶撑浇灌段46；二、无撑浇灌段47，顶撑浇灌段采用I型顶撑80；无撑浇灌段47不设顶撑，其水平荷载18由沉箱滑动模板51承担；
下沉滑动段76和护壁浇灌段77由沉箱滑动模板51敷设，随其多孔逆作加压沉箱75下滑成型，沉箱底座段78即沉箱底座50，为机械挖掘工作室101。
多孔逆作加压沉箱75的安全孔92和出土孔93按顶撑多孔护壁竖向墙板支护结构87 设计要求确定；
多孔逆作加压沉箱75的多孔逆作护壁85施工法有二：一、顶撑多孔逆作护壁85施工法；二、无撑多孔逆作护壁85施工法；顶撑多孔逆作护壁85施工法采用I型顶撑80，其施工顺序:1土方开挖沉箱下沉，逐一敷设I型顶撑80；2敷设竖向墙板孔模板52，浇灌多孔逆作护壁85，两者多次重复施工，直至支护结构1达到设计标高。无撑多孔逆作护壁85施工不设顶撑，可采取施工措施：一、增设非整体内层沉箱滑动模板51；二、竖向墙板86采用滑动模板与常规支模结合，各自发挥特性；三、设置悬吊底模板，施工顺序:1、土方开挖沉箱下沉；2、多孔逆作护壁85浇灌，两者多次重复施工，直至支护结构1达到设计标高。
纵梁97施工措施有二：一、施工措施；二、结构措施，施工措施是指接头间隙98土层55拆除，确保纵梁97贯通；结构措施是指纵梁97仅敷设纵向护壁48,不敷设横向护壁49，纵向护壁48设计为钢筋混凝土竖向结构板，钢筋混凝土竖向结构板应按规范设计，确保纵梁97施工安全。
多孔逆作护壁85混凝土施工：外层采用沉箱滑动模板51，里层采用竖向墙板孔模板52；
下沉滑动段76需要保持正常下沉(不断地小幅度滑动下沉)，其下沉滑动段76不能因土方停止开挖，而“终止”多孔逆作加压沉箱75下沉，致使沉箱滑动模板51与纵向护壁48的混凝土产生粘结；
护壁浇灌段77为下沉高度，即每次多孔逆作护壁85混凝土浇灌高度；
纵梁97结构钢筋就位方法有二：一、沉箱法；二、插入法，沉箱法是指纵梁97结构钢筋随多孔逆作加压沉箱75下沉就位；插入法是指纵梁97结构钢筋直接插入竖向墙板86孔内就位。
竖向墙板86与纵梁97施工是在沉箱下沉后，即多孔护壁20敷设后，从下而上逐一交替施工，先施工竖向墙板80，后施工纵梁97，两者逐一向上敷设；
一般沉箱施工特点有二：一是下沉困难；二是四周塌陷。多孔逆作加压沉箱75下沉容易，但要杜绝塌陷并非易事。要想杜绝塌陷，关键是沉箱刃脚设计。如果刃脚按图面反向设置，刃脚下端增设钢板段，使其土体向外推挤，前提是四周土体不发生塌陷或隆起。多孔逆作加压沉箱75刃脚设计不拘一格，法无定法，能否获得不同地质特性地层应用，不产生地质事故(塌陷或隆起)就是好法。
如果多孔逆作加压沉箱75较长，地质特性较差，可设置刃脚顶撑99。
图38、图39、图40、图41：多孔逆作加压沉箱75按功能，由沉箱底座50和沉箱 滑动模板51组成，按纵向，由下沉滑动段76、护壁浇灌段77和沉箱底座段78组成。多孔逆作加压沉箱75的安全孔92和出土孔93按顶撑多孔护壁竖向墙板支护结构87的要求设计。
现有土木工程千斤顶79模式有二：一是常规液压千斤顶97；二是滑模空心千斤顶97。千斤顶97是多孔逆作加压沉箱75的关键设备，但由于多孔逆作加压沉箱75工艺不同，可按实际情况选用。
图42、图43、图44、图45：顶撑多孔护壁竖向墙板支护结构87采用多孔逆作加压沉箱75施工法。多孔逆作加压沉箱75施工顺序：土方开挖沉箱下沉，逐一敷设I型顶撑80；敷设竖向墙板孔模板52；安装多孔逆作护壁底模板100；浇灌多孔逆作护壁85混凝土。下沉与浇灌两者逐一多次重复敷设，直至支护结构达到设计标高为止。
抗隆支护结构按结构、施工法和结语分别叙述
一、结构
抗隆支护结构按顶撑多孔护壁竖向墙板支护结构、沉梁纵梁、顶撑结构、抗隆结构、配重结构和多孔护壁沉箱分别叙述。
顶撑多孔护壁竖向墙板支护结构
顶撑多孔护壁竖向墙板支护结构，其结构由纵梁、多孔逆作护壁和竖向墙板组成，多孔有安全孔和出土孔两种，多孔的数量根据地质特性和支护深度确定。所谓顶撑支护结构是指支护结构设置纵梁，顶撑结构设计不受纵梁跨度和层高的限制。这是顶撑支护结构与现有支护结构(地下连续墙和挖孔桩)的根本区别。
沉梁纵梁
沉梁纵梁由多个双井筒沉梁组成。
顶撑结构
顶撑结构有三：一、逆作楼板；二、中层逆作梁；三、沉梁顶撑。
抗隆结构
抗隆结构有二：一是单一抗隆结构；二是组合抗隆结构。单一抗隆结构由倒悬臂支护结构和抗隆隔离墙组成。倒悬臂设置于沉梁顶撑下面能阻止土体隆起，其结构称为倒悬臂支护结构。抗隆隔离墙的目的是减缓基坑土体隆起，抗隆隔离墙与倒悬臂支护结构为绞接，其长度视地质特性而定。组合抗隆结构由单一抗隆结构和配重结构组成。
配重结构
配重结构是指基坑土体隆起，设置配重结构抵抗基坑内土体隆起，其结构称为配重结构，配 重结构又称为虚拟抗隆底板，其结构形式有三：一是混凝土配重结构；二是冻土配重结构；三、土体配重结构；
(1)混凝土配重结构
混凝土配重配重结构由钻孔桩、旋喷桩和填充桩组成。
(2)冻土配重结构
冻土配重结构由冻土构成。
(3)土体配重结构
土体配重结构是利用加压格栅T形沉井下沉，沉井设置钢筋混凝土底板。沉井内和沉井上堆放土体以及沉井自身的重量实现抗隆，其抗隆称为土体配重抗隆。
多孔护壁沉箱
多孔护壁沉箱有二：一、多孔预制加压沉箱；二、复合多孔沉箱。
多孔预制加压沉箱
多孔预制加压沉箱由多孔预制护壁和沉箱底座组成。
复合多孔沉箱
复合多孔沉箱有两个层面：一、多孔预制加压沉箱，由多孔预制护壁和沉箱底座构成，用于上部；二、多孔逆作加压沉箱。多孔逆作加压沉箱，按结构由沉箱底座和沉箱滑动模板构成，按纵向分为三段：一、下沉滑动段；二、护壁浇灌段；三、沉箱底座段，用于下部。
二、施工法
抗隆支护结构施工按顶撑多孔护壁竖向墙板支护结构施工法、沉梁纵梁施工法、沉顶撑结构施工法、抗隆结构施工法、配重结构施工法和地下工程施工法分别叙述。
、顶撑多孔护壁竖向墙板支护结构施工法
采用多孔护壁沉箱敷设多孔护壁，将多个多孔护壁连为整体，然后从下而上逐一敷设竖向墙板和纵梁构成顶撑多孔护壁竖向墙板支护结构
2、沉梁纵梁施工法
沉梁纵梁和连续墙顶撑45施工顺序:1、连续墙已施工,双井筒沉梁下沉至设计标高；2、双井筒沉梁建立接头间隙支护工作室；3、挖掘接头间隙土层贯通双井筒沉梁底座；4、敷设连续墙顶撑支护工作室；5、浇灌连续墙顶撑和沉梁纵梁钢筋混凝土。
顶撑结构施工法
顶撑结构施工法有三：一、逆作楼板施工法；二、中层逆作柱施工法；三、沉梁顶撑施工法三种。
(1)逆作楼板施工法
地面楼板采用逆作法施工。
(2)中层逆作梁施工法。
中间楼板结构采用主梁逆作施工，楼板不施工，其方法称为中层逆作梁施工法。
(3)沉梁顶撑施工法
沉梁顶撑施工按下列程序进行：1、双井筒沉梁下沉至设计标高；2、采用水平千斤顶敷设顶板支护和两侧支护建立节点支护工作室；3、开挖节点支护工作室土方；4、节点钢筋绑扎和混凝土浇灌；5、双井筒沉梁钢筋混凝土浇灌；6、拆除工具井筒。
抗隆结构施工法
抗隆结构施工法有二：一、支护抗隆施工法；二、组合抗隆施工法。支护抗隆施工法是指隆起荷载仅由支护结构承担即由倒悬臂支护结构和抗隆隔离墙承担；组合抗隆施工法由支护抗隆结构施工法和配重结构施工。
配重结构施工法
配重结构施工法有三：一是混凝土配重结构施工法；二是冻土配重结构施工法；三、土体配重结构施工法。
(1)混凝土配重结构施工法
混凝土配重结构施工依次按钻孔桩施工、旋喷桩施工、填充桩施工顺序进行，最终形成混凝土配重结构。
(2)冻土配重结构施工法
冻土配重结构施工是将基坑土体冻结成冻土地层。
(3)土体配重结构施工法
采用加压T形沉井沉入设计标高，浇灌T形沉井底板；T形沉井内填土；拆除井筒。
地下工程施工法
地下工程施工法有顶撑支护结构地下工程施工法和非顶撑支护结构地下工程施工法两种。
顶撑支护结构地下工程施工法分单一抗隆结构顶撑支护结构地下工程施工法和组合抗隆结构顶撑支护结构地下工程施工法两种。
非顶撑支护结构地下工程施工法分单一抗隆结构非顶撑支护结构地下工程施工法和组合抗隆结构非顶撑支护结构地下工程施工法两种。
三、结语
地下空间开发增加一种全新的支护理论——抗隆支护理论，能确保城市汽车地下化(地下高 速公路)施工安全，结束人类社会对地下空间资源开发全凭地质特性左右，工程不安全，恶性事故频发的历史。可以肯定，地下空间资源开发利用发生重大的划时代“革命”，城市交通模式由地铁模式更换为汽车模式，施工安全获得保证。换言之，地下道路实现智能交通施工安全获得保证，以盾构施工工艺为前提的城市地下空间开发将成为历史。

Claims (11)

  1. 一种抗隆支护结构，其特征在于：该结构是建立在梁板结构基础上，受力模型为水平荷载(18)—顶撑多孔护壁竖向墙板支护结构(87)—顶撑结构(71)，其结构有顶撑多孔护壁竖向墙板支护结构(87)、沉梁纵梁(59)、顶撑结构(71)、抗隆结构(72)、以及多孔护壁沉箱(14)，及其施工法。
  2. 根据权利要求1所述抗隆支护结构，其特征在于：所述顶撑多孔护壁竖向墙板支护结构(87)由多个多孔护壁(20)组成，多孔护壁(20)由纵向护壁(48)和横向护壁(49)组成；
    所述顶撑多孔护壁竖向墙板支护结构(87)的多孔护壁(20)有多孔预制护壁(16)和多孔逆作护壁(85)两种；
    所述顶撑多孔护壁竖向墙板支护结构(87)，按其结构，由多孔护壁(20)、竖向墙板(86)和纵梁(97)组成；
    所述多孔护壁(20)的多孔有安全孔(92)和出土孔(93)两种；
    所述多孔护壁(20)的多孔数量根据地质特性和支护深度确定；
    所述竖向墙板(86)孔的大小取决于支护结构(1)设计和施工操作。
  3. 根据权利要求1所述抗隆支护结构，其特征在于：所述沉梁纵梁(59)由多个双井筒沉梁(56)组成，双井筒沉梁(56)由双井筒沉梁底座(58)和工具井筒(65)组成，沉梁纵梁(59)为实心结构；
    所述沉梁纵梁(59)通过连续墙顶撑(45)顶撑连续墙(43)，使其连续墙(43)变为可任意顶撑的连续墙(43)；
    所述可任意顶撑连续墙(43)应设计纵梁(97)；
    所述可任意顶撑连续墙(43)，其连续墙顶撑(45)应设置于连续墙(43)接头处。
  4. 根据权利要求1所述抗隆支护结构，其特征在于：所述顶撑结构(71)为沉梁顶撑(64)；沉梁顶撑(64)由双井筒沉梁底座(58)和工具井筒(65)组成，沉梁顶撑(64)为实心结构；
    所述沉梁顶撑(64)两端与支承柱(24)或支护结构(1)连接，构成底板结构(22)下面的纵横顶撑结构(71)。
  5. 根据权利要求1所述抗隆支护结构，其特征在于：所述抗隆结构(72)有二：一、单一抗隆结构(2)；二、组合抗隆结构(3)；
    所述单一抗隆结构(72)由倒悬臂支护结构(23)和抗隆隔离墙(6)组成；
    所述倒悬臂支护结构(23)设置于沉梁顶撑(64)下面；
    所述抗隆隔离墙(6)位于倒悬臂支护结构(23)下面，两者为绞接(54)；
    所述组合抗隆结构(3由单一抗隆结构(2)和配重结构(73)组成；
    所述配重结构(73)有三：一、混凝土配重结构(9)；二、冻土配重结构(10)；三、土体配重结构(11)；
    所述混凝土配重结构(9)由旋喷桩(31)和填充桩(32)组成；
    所述冻土配重结构(10)由冻结土层(34)组成；
    所述土体配重结构(11)由加压T形沉井(36)、加压T形沉井(36)内和上面填土，以及加压T形沉井(36)的注浆孔(37)向外注浆构成的注浆结石(33)组成。
  6. 据权利要求1所述抗隆支护结构，其特征在于：所述多孔护壁沉箱(14)的安全孔(92)和出土孔(93)设计根据顶撑多孔护壁竖向墙板支护结构(87)设计，其沉箱模型有二：一、多孔预制加压沉箱(15)；二、复合多孔沉箱(35)；
    所述多孔预制加压沉箱(15)，由多孔预制护壁(16)和沉箱底座(50)组成，多孔预制护壁(16)为预制结构，通过多孔预制护壁竖向结构(13)将多个多孔预制护壁(16)连成整体，然后将多孔预制护壁(16)与沉箱底座(50)的多孔预制护壁加固段(12)加固连接，构成多孔预制加压沉箱(15)；
    所述复合多孔沉箱(35)由沉箱底座(50)和沉箱滑动模板(51)组成，其模型有二：一、多孔预制加压沉箱(15)；二、多孔逆作加压沉箱(75)，多孔预制加压沉箱(15)，由多孔预制护壁(16)沉箱底座(50)组成，沉箱滑动模板不滑动，多孔预制护壁(16)直接加压于沉箱底座(50)上，所以，沉箱称其为多孔预制加压沉箱(15)，用于上部；多孔逆作加压沉箱(75)由多孔逆作护壁(85)与沉箱底座(50)构成，多孔逆作护壁(85)依靠沉箱滑动模板(51)成型，多孔逆作护壁(85)加压于沉箱底座(50)上，所以，沉箱称其为多孔逆作加压沉箱(75)；用于下部，多孔预制护壁(16)与多孔逆作护壁(85)两者敷设长度随工程而异；
    所述复合多孔沉箱(35)的多孔逆作加压沉箱(75)，按功能，由沉箱底座(50)和沉箱滑动模板(51)组成，按纵向，有下沉滑动段(76)、护壁浇灌段(77)和沉箱底座段(78)三种；
    所述复合多孔沉箱(35)的多孔逆作加压沉箱(75)，其多孔逆作护壁(85)模型有二：一、顶撑多孔逆作护壁(40)；二、无撑多孔逆作护壁(41)；
    所述护壁浇灌段(77)模型有二：一、顶撑浇灌段(46)；二、无撑浇灌段(47)，顶撑浇灌段(46)采用I型顶撑(80)；无撑浇灌段(47)不设顶撑，其水平荷载(18)由沉箱滑动模板(51)承担；
    所述下沉滑动段(76)和护壁浇灌段(77)由沉箱滑动模板(51)敷设，随其多孔逆作加压沉箱(75)下滑成型，沉箱底座段(78)即沉箱底座(50)，为机械挖掘工作室(101)。
  7. 据权利要求1所述抗隆支护结构，其特征在于：所述施工法有多孔护壁沉箱(14)施工法、沉梁纵梁(59)施工法、沉梁顶撑(64)施工法和配重结构(73)施工法四种。
  8. 根据权利要求1或7所述抗隆支护结构，其特征在于：所述多孔护壁沉箱(14)施工法用于顶撑多孔护壁竖向墙板支护结构(87)，其施工法有二：一、多孔预制加压沉箱(15)施工法；二、复合多孔沉箱(35)施工法；
    所述多孔预制加压沉箱(15)施工法是通过沉箱底座(50)，将多孔预制护壁(16)下沉至设计标高；
    所述多孔逆作加压沉箱(75)的多孔逆作护壁(85)施工法有二：一、顶撑多孔逆作护壁(40)施工法；二、无撑多孔逆作护壁(41)施工法；
    所述顶撑多孔逆作护壁(85)施工法采用I型顶撑(80)，其施工顺序:1)土方开挖沉箱下沉，逐一敷设I型顶撑(80)；2)敷设竖向墙板孔模板(52)，浇灌多孔逆作护壁(85)，两者多次重复施工，直至支护结构(1)达到设计标高；
    所述无撑多孔逆作护壁(85)施工不设顶撑，可采取施工措施：一、增设非整体内层沉箱滑动模板(51)；二、竖向墙板(86)采用滑动模板与常规支模结合，各自发挥特性；三、设置悬吊底模板，施工顺序:1、土方开挖沉箱下沉；2、多孔逆作护壁(85)浇灌，两者多次重复施工，直至支护结构(1)达到设计标高；
    所述纵梁(97)施工措施有二：一、施工措施；二、结构措施，施工措施是指接头间隙(98)土层(55)开挖，确保纵梁(97)贯通；结构措施是指纵梁(97)仅敷设纵向护壁(48),不敷设横向护壁(49)，纵向护壁(48)设计为钢筋混凝土竖向结构板，钢筋混凝土竖向结构板应按规范设计，确保纵梁(97)施工安全；
    所述多孔逆作护壁(85)混凝土施工：外层采用沉箱滑动模板(51)，里层采用竖向墙板孔模板(52)；
    所述下沉滑动段(76)需要保持正常下沉(不断地小幅度滑动下沉)，其下沉滑动段(76)不能因土方停止开挖，而“终止”多孔逆作加压沉箱(75)下沉，致使沉箱滑动模板(51)与纵向护壁(48)的混凝土产生粘结；
    所述护壁浇灌段(77)为下沉高度，即每次多孔逆作护壁(85)混凝土浇灌高度；
    所述纵梁(97)结构钢筋就位方法有二：一、沉箱法；二、插入法，沉箱法是指纵梁(97)结构钢筋随多孔逆作加压沉箱(75)下沉就位；插入法是指纵梁(97)结构钢筋直接插入竖向墙板(86)孔内就位；
    所述竖向墙板(86)与纵梁(97)施工是在沉箱下沉后，即多孔护壁(20)敷设后，从下而上逐一交替施工，先施工竖向墙板(86)，后施工纵梁(97)，两者逐一向上敷设。
  9. 根据权利要求1或7所述抗隆支护结构，其特征在于：所述沉梁纵梁(59)，其施工顺序： 1、单个双井筒沉梁(56)逐一下沉至设计标高，每个双井筒沉梁(56)的接头间隙(98)和连续墙顶撑(45)均应保持足够的操作空间，避免影响工程施工；2、双井筒沉梁(56)，通过顶板支护(66)和两侧支护(67),建立接头间隙(98)支护工作室(68)；3、挖掘接头间隙(98)土层(55)，贯通双井筒沉梁底座(58)；4、敷设连续墙顶撑(45)支护工作室(68)；5、浇灌连续墙顶撑(45)和沉梁纵梁(59)钢筋混凝土。
  10. 根据权利要求1或7所述抗隆支护结构，其特征在于：所述沉梁顶撑(64)施工法，其施工顺序：1、双井筒沉梁(56)下沉至设计标高；2、采用水平千斤顶(79)敷设两侧支护(67)和顶板支护(66)，建立节点支护工作室(68)；3、开挖节点支护工作室(68)土方；4、节点钢筋绑扎和混凝土浇灌；5、双井筒沉梁(56)钢筋混凝土浇灌；6、拆除工具井筒(65)。
  11. 根据权利要求1或7所述抗隆支护结构，其特征在于：所述配重结构(73)施工法有三：一、混凝土配重结构(9)施工法；二、冻土配重结构(10)施工法；三、土体配重结构(11)施工法；
    所述混凝土配重结构(9)施工顺序：先施工旋喷桩(31)；后施工填充桩(32)；
    所述冻土配重结构(10)施工采用冻结土层(34)施工；
    所述土体配重结构(11)施工顺序：加压T形沉井(36)下沉；敷设沉井底座底板(39)钢筋混凝土；沉井底座(38)内和上面填土。
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CN108360543A (zh) * 2018-05-03 2018-08-03 中铁上海工程局集团有限公司 一种深大沉井预制结构及其安装方法
CN109371979A (zh) * 2018-11-28 2019-02-22 深圳市市政工程总公司 喷锚逆作与冲孔桩组合的深基坑围护结构
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CN117644946A (zh) * 2024-01-30 2024-03-05 中交一航局第五工程有限公司 一种双沉箱组合体刚性连接装置

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CN107587521A (zh) * 2017-08-28 2018-01-16 深圳市市政设计研究院有限公司 地铁车站预留市政隧道节点的施工方法
CN108360543A (zh) * 2018-05-03 2018-08-03 中铁上海工程局集团有限公司 一种深大沉井预制结构及其安装方法
CN109371979A (zh) * 2018-11-28 2019-02-22 深圳市市政工程总公司 喷锚逆作与冲孔桩组合的深基坑围护结构
CN109372018A (zh) * 2018-11-28 2019-02-22 江西万和建筑科技有限公司 软基自沉式地下空间结构构造及施工工艺
CN109371979B (zh) * 2018-11-28 2024-02-20 深圳市政集团有限公司 喷锚逆作与冲孔桩组合的深基坑围护结构
CN113591184A (zh) * 2021-07-19 2021-11-02 浙江大学 一种邻近地下室外墙基坑悬臂式刚性围护结构设计计算方法
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CN114352288B (zh) * 2021-12-30 2024-04-16 南京工大交通科学研究院(滁州)有限公司 一种盾构近距离上穿既有盾构隧道施工结构及施工方法
CN117644946A (zh) * 2024-01-30 2024-03-05 中交一航局第五工程有限公司 一种双沉箱组合体刚性连接装置
CN117644946B (zh) * 2024-01-30 2024-04-12 中交一航局第五工程有限公司 一种双沉箱组合体刚性连接装置

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