CN115354739B - Permanent-face combined basement structure and construction method thereof - Google Patents

Permanent-face combined basement structure and construction method thereof Download PDF

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Publication number
CN115354739B
CN115354739B CN202210934913.5A CN202210934913A CN115354739B CN 115354739 B CN115354739 B CN 115354739B CN 202210934913 A CN202210934913 A CN 202210934913A CN 115354739 B CN115354739 B CN 115354739B
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China
Prior art keywords
concrete
wall
basement
steel
lattice column
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CN202210934913.5A
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CN115354739A (en
Inventor
陈斌
杨光煜
谢亮
李春磊
刘绍卿
于沉香
尤涵锐
吴琪
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MCC Wukan Engineering Technology Co Ltd
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Wuhan Surveying Geotechnical Research Institute Co Ltd of MCC
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/0007—Base structures; Cellars
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/16—Arrangement or construction of joints in foundation structures
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/18—Bulkheads or similar walls made solely of concrete in situ
    • 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
    • E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/14—Conveying or assembling building elements
    • E04G21/16—Tools or apparatus
    • E04G21/18—Adjusting tools; Templates
    • E04G21/1841—Means for positioning building parts or elements
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
    • Y02E10/00—Energy generation through renewable energy sources
    • Y02E10/20—Hydro energy

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • General Engineering & Computer Science (AREA)
  • Electromagnetism (AREA)
  • Physics & Mathematics (AREA)
  • Environmental & Geological Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Hydrology & Water Resources (AREA)
  • Underground Structures, Protecting, Testing And Restoring Foundations (AREA)

Abstract

The invention provides a permanently combined basement structure and a construction method thereof. The permanent face combined basement structure comprises a triaxial stirring pile, a diaphragm wall, a lining wall, a crown beam and a basement structure, wherein the triaxial stirring pile is arranged on the outer side of the diaphragm wall, the lining wall is clung to the diaphragm wall, and the crown beam is arranged on the top ends of the diaphragm wall and the lining wall; the basement structure consists of a structural column, a superposed beam, a floor slab and a bottom plate, wherein the structural column is formed by additionally arranging a reinforcement cage outside a lattice column and pouring concrete, and the lattice column is assisted to be sunk through a positioning device; the superposed beam consists of a concrete supporting layer, stirrups and a concrete post-pouring layer, and can convert temporary concrete support into a permanent structural beam so as to realize beam support integration; the basement floor is formed by laminating precast slabs and concrete post-pouring layers. The basement structure has the advantages of good overall performance, building material saving, high construction speed and strong popularization and application value.

Description

Permanent-face combined basement structure and construction method thereof
Technical Field
The invention relates to the field of civil engineering, in particular to a permanently combined basement structure and a construction method thereof.
Background
In the underground engineering construction process, in order to guarantee the foundation ditch that ground excavated downwards formed safe and stable in the underground structure construction period, can set up the displacement development that multichannel interim concrete support prevented the soil body in the hole, set up the lattice column in concrete support below simultaneously to reduce the vertical bending deformation of concrete support. And a circle of supporting measures such as underground continuous wall with enough strength are arranged along the edge of the foundation pit, and the normal operation of foundation pit construction is ensured by adopting a supporting mode of combining the inside of the pit with the outside of the pit. After the foundation pit construction is completed, the concrete supports and the lattice columns are removed after the supporting task is completed, but the environment pollution can be caused in the removal process, the construction process can be increased, and building materials and construction funds are wasted. In view of this, a basement structure with a combination of permanent structures can be considered, and the temporary concrete support is used as a basement permanent structure beam, so that beam support integration is realized. Meanwhile, the temporary lattice column and the basement structural column are integrally designed and constructed to form a permanent structural column. By the aid of the method, the engineering cost can be reduced, the construction period is shortened, and the temporary support structure which is abandoned and removed originally is converted into permanent use, so that the aims of protecting the environment and saving social resources are achieved.
However, in the current practical engineering application, the structural integrity of the underground diaphragm wall and the basement is difficult to ensure, the lateral pressure of surrounding soil bodies cannot be well born, and certain potential safety hazards are caused; and during actual foundation pit engineering construction, the lattice column sinking mode is mostly manual rotation lattice column to control the angle, so that the position of the lattice column after being lifted in place has larger deviation from the original design drawing, the deviation not only can cause inconvenient construction of the lattice column and the concrete support node, but also can cause uneven stress of the structure, and reduce the structural safety.
Disclosure of Invention
In order to solve the problems of building material waste and slow construction in the traditional underground structure engineering, the invention provides a permanently combined basement structure and a construction method thereof.
In order to achieve the technical purpose, the invention provides a permanent combined basement structure, which is characterized in that: the permanent face combined basement structure sequentially comprises a basement structure, a lining wall, a diaphragm wall and triaxial stirring piles from inside to outside, wherein the lining wall is tightly attached to the diaphragm wall and is tightly connected with the diaphragm wall through a connecting structure, inwards concave strip-shaped grooves are formed in the contact surface of the diaphragm wall and the lining wall at intervals of 500-1000 mm, the joint surface of the lining wall and the diaphragm wall is subjected to roughening treatment, the roughening depth is 20-30 mm, crown beams for connecting the lining wall and the diaphragm wall into a whole are arranged at the top of the lining wall and the diaphragm wall, and the triaxial stirring piles are arranged outside the diaphragm wall; the basement structure comprises a structural column, a basement bottom plate, a basement floor slab, a wall body and one or more than two layers of superposed beams, wherein a bored pile is constructed at the bottom of the basement bottom plate, the structural column comprises a lattice column and reinforced concrete thickening layers arranged outside the lattice column, the reinforced concrete thickening layers are formed by adding reinforcement cages outside the lattice column and pouring concrete, the lower ends of the lattice column are fixed in the bored pile and are welded and fixed with the reinforced concrete of the bored pile, the upper parts of the structural column sequentially penetrate through one or more than two layers of superposed beams and are fixedly connected with the superposed beams, and the two ends of the basement bottom plate and each layer of superposed beams are respectively connected with an inner lining wall into a whole; the superposed beam consists of a concrete supporting layer, stirrups and a concrete post-pouring layer, wherein one end of each stirrup is arranged in the concrete supporting layer, the other end of each stirrup extends out of the upper surface of the concrete supporting layer, and the stirrups extend into the concrete post-pouring layer after the concrete post-pouring layer is poured; the basement bottom plate is formed by casting concrete in situ, the basement floor is formed by laminating precast slabs and concrete post-pouring layers, roughening treatment is carried out on the laminated surfaces of the precast slabs, and the roughening depth is not less than 6mm.
The invention has the preferable technical scheme that: the connecting structure consists of embedded bars, a straight thread sleeve, connecting bars and a round steel plate, wherein the embedded bars are embedded in the underground continuous wall, one end of each embedded bar is in a straight anchor or bent anchor form and is welded with a reinforcement cage of the underground continuous wall, and the other end of each embedded bar is connected with the straight thread sleeve; the connecting steel bars are arranged in the lining wall, one end of each connecting steel bar is connected with the straight thread sleeve, 2-4 round steel plates are welded at the other end of each connecting steel bar, and the round steel plates are welded and fixed with the steel bar cages of the lining wall.
The invention has the preferable technical scheme that: the lining wall consists of a plurality of sections of lining walls, adjacent sections of lining walls are connected through anchor steel bars, joints of the adjacent sections of lining walls adopt tongue-and-groove joints, water stop steel plates are additionally arranged at the joints, and the back water side of the lining wall is coated with neoprene latex cement mortar layers; the water stop steel plate is 300mm multiplied by 3m in size, and the opening direction of the water stop steel plate faces the upstream surface.
The invention has the preferable technical scheme that: the section of the concrete supporting layer is rectangular, the upper surface of the concrete supporting layer adopts a natural rough surface with concave-convex surface not smaller than 6mm, the length of the stirrups extending out of the concrete supporting layer is not smaller than 10d, and d is the diameter of the stirrups; the thickness of the concrete post-cast layer is not less than 100mm, and the strength grade of the concrete is not less than C30; the reinforcement cage of the reinforced concrete thickening layer consists of stirrups and longitudinal bars, wherein the stirrups are arranged on the outer sides of the longitudinal bars, are in the form of two hoops or cross hoops, and are connected with the lattice columns in a full-welded mode.
The invention has the preferable technical scheme that: the underground diaphragm wall is formed by splicing a plurality of underground diaphragm walls, each section of underground diaphragm wall comprises an underground diaphragm wall reinforcement cage, trusses and concrete, the trusses are arranged in the underground diaphragm wall reinforcement cage at intervals, the designed strength grade of the concrete is not lower than C30, the impermeability grade is more than P6, and the casting height of the concrete is more than 300-500 mm higher than the designed elevation; the adjacent two underground continuous walls are connected through an H-shaped steel joint and a grout stop iron sheet, the top elevation of the H-shaped steel joint is 700mm above the top elevation of the underground continuous wall, the bottom elevation is the bottom elevation of the underground continuous wall, and the whole material of the H-shaped steel joint is welded at the end part of a reinforcement cage of the underground continuous wall; the thickness of the grout stop iron sheet is 0.5-1 mm, the grout stop iron sheet is welded at the H-shaped steel joint, and the length of the grout stop iron sheet from the H-shaped steel joint to the back is not less than 1250mm, so that the grout stop iron sheet has the effect of preventing concrete from flowing around;
the invention also provides a construction method of the permanently combined basement structure, which is characterized by comprising the following specific construction steps:
s1: and (5) constructing the underground diaphragm wall and the triaxial stirring pile. Leveling a site, positioning a construction axis of the underground continuous wall, constructing the underground continuous wall, and constructing a triaxial stirring pile on the earth facing surface of the underground continuous wall through a triaxial stirrer;
S2: the lattice column is countersunk using a lattice column positioning device. The lattice column positioning device comprises a supporting platform, a limiting assembly and a lifting support frame positioned below the supporting platform, wherein a level gauge and a calibration pointer are arranged on the supporting platform, a pouring opening with the diameter matched with that of a pile hole of a cast-in-place pile is formed in the middle of the supporting platform, a positioning sleeve is arranged below the pouring opening, the limiting assembly is positioned above the pouring opening, the limiting assembly comprises a base plate, a plurality of support rods positioned below the base plate and a limiting plate positioned above the base plate, square positioning holes are formed in the middle of the base plate, the base plate is erected above the pouring opening through the support rods, and the center of the positioning holes is coaxial with the center of the pouring opening; firstly, drawing a plurality of positioning straight lines on the ground along the position of a pile hole of a cast-in-place pile, moving a lattice column positioning device to the position of the pile hole of a first cast-in-place pile, overlapping a calibration pointer with the positioning straight lines, extending a positioning sleeve into the pile hole of the cast-in-place pile, placing a lattice column into the positioning hole, limiting the lattice column through a limiting plate, sinking the auxiliary lattice column into the pile hole of the cast-in-place pile, pouring concrete towards the pile hole of the cast-in-place pile through a pouring opening of the lattice column positioning device to construct a cast-in-place pile, and then moving the lattice column positioning device to the position of the pile hole of the next cast-in-place pile through a lifting device to sink the next lattice column; repeating the steps in sequence until all the lattice columns are sunk into the filling pile;
S3: shiguan beam and negative one concrete supporting layer; excavating soil to the elevation of the bottom of the crown beam, binding crown beam steel bars, supporting a crown beam template and pouring concrete, then excavating a layer of soil, binding a layer of concrete supporting layer steel bars, and extending stirrups out of the upper surface of the concrete supporting layer, wherein the length of the stirrups extending out of the concrete supporting layer is not less than 10d, and d is the diameter of the stirrups; setting up a concrete supporting layer template, pouring concrete, curing and forming, and roughening the upper surface of the concrete after the concrete reaches the design strength to form a natural rough surface with concave-convex surface not smaller than 6mm on the upper surface of the concrete;
s4: applying a lining wall; excavating earthwork to the negative first floor elevation of the basement, arranging strip-shaped grooves on the underground continuous wall at intervals of 500-1000 mm by a grooving machine, roughening the spacing area without grooves, wherein the roughening depth is 20-30 mm, binding lining wall steel bars, erecting lining wall templates on one side, pouring lining wall concrete, continuing excavating the next layer of earthwork to the negative second floor elevation of the basement after the concrete meets the design requirement, continuing to apply a negative second floor concrete supporting layer and lining wall of the negative second floor structure of the basement according to the step S3, and repeating the steps until the basement bottom plate is sealed;
S5: performing structural columns; firstly, cleaning and polishing a lattice column which is sunk into the filling pile in the step S2 in an area above a basement bottom plate, then adding a reinforcement cage outside the lattice column according to a calculation and analysis result, supporting a structural column template, and pouring concrete to form a permanent structural column of a basement structure; the sheared surface of the permanent structural column meets the following conditions:
V≤0.45β c f c bh 0
f v t w h w ≥0.1β c f c bh 0
V cu ≤0.25β c f c bh 0
wherein: v-structural column shear design value; t is t w -the thickness of the lattice column web; h is a w -height of lattice column web; f (f) v -lattice column steel shear strength design values; f (f) c -concrete shaft compressive strength design value; b-structural column cross-sectional width; h is a 0 -structural column cross-section effective height; v (V) cu -shear load capacity of reinforced concrete thickening layers; beta c -concrete strength influencing coefficient, beta when the concrete strength grade is not higher than C50 c Taking 1.0; beta when the concrete strength grade is C80 c Taking 0.8;
s6: constructing a basement floor slab: constructing a basement floor slab from bottom to top, wherein the basement floor slab is formed by laminating precast slabs and concrete post-pouring layers, a plurality of connecting steel bars are arranged around the precast slabs, and roughening treatment is carried out on the upper surface of the precast slabs before the precast slabs are lifted, wherein the roughening depth is not less than 6mm; and then hoisting the precast slabs in place by using a crane, hoisting each layer of basement floor slab to the height of the concrete supporting layer corresponding to the basement floor, arranging connecting steel bars extending around the precast slabs above the concrete supporting layer corresponding to the basement floor, binding precast slab top steel bars on the upper surface of the precast slabs, binding upper steel bars above the concrete supporting layer corresponding to the basement floor, supporting templates, integrally casting concrete on the top surfaces of the precast slabs and the top surfaces of the concrete supporting layers on the same layer, and finally constructing a back building wall body of the basement structure, thereby finishing the construction of the permanently combined basement structure.
The invention has the preferable technical scheme that: in the construction process of the underground diaphragm wall in the step S1, firstly, excavating a first-period groove section of the underground diaphragm wall by using a grooving machine, hoisting and sinking an underground diaphragm wall reinforcement cage, pouring concrete, then, constructing a second-period groove section of the underground diaphragm wall, and connecting two adjacent underground diaphragm walls through an H-shaped steel joint and a grout stop iron sheet, wherein the top elevation of the H-shaped steel joint is 700mm above the top elevation of the underground diaphragm wall, the bottom elevation is the bottom elevation of the underground diaphragm wall, and the whole underground diaphragm wall reinforcement cage is welded at the end part of the underground diaphragm wall reinforcement cage; the thickness of the grout stop iron sheet is 0.5-1 mm, the grout stop iron sheet is welded at the H-shaped steel joint, and the length of the grout stop iron sheet from the H-shaped steel joint to the back is not less than 1250mm, so that the grout stop iron sheet has the effect of preventing concrete from flowing around.
The invention has the preferable technical scheme that: the supporting platform of the lattice column positioning device in the step S2 is a square platform, calibration pointers are arranged in all directions of the supporting platform, and the calibration pointers are positioned on the middle parting line of each side of the supporting platform; hanging rings are symmetrically arranged in the middle of two opposite sides of the supporting platform, and the level gauge is arranged on the upper surface of the supporting platform; the lifting support frames are provided with four groups and are respectively arranged below each corner of the support platform; the base plate is a square hollow steel base plate with the area smaller than that of the supporting platform, four groups of sliding grooves are correspondingly formed in the diagonal line of the base plate, and the four groups of sliding grooves are respectively positioned at the corners of the positioning holes; the limiting plates are provided with four groups, the four groups of limiting plates are symmetrically arranged at four corners of the positioning holes, the cross-sectional shape of each group of limiting plates is L-shaped, the bottom surface of each group of limiting plates is embedded into the corresponding sliding groove through the sliding block and moves along the sliding groove, the four groups of limiting plates enclose into square holes which are identical to the shape of the positioning holes and adjustable in size, a row of first limiting holes are formed in the position of the limiting plates, which are equidistant from the positions of the sliding blocks, of each sliding groove of the base plate, strip-shaped first adjusting holes are correspondingly formed in each sliding groove of the base plate, and when the limiting plates slide to the setting positions, the base plate is fixedly locked through the first limiting holes and the first adjusting holes.
The invention has the preferable technical scheme that: each group of lifting support frames of the lattice column positioning device in the step S2 comprises a sliding rod, a fixed rod and a support pulley; the top of the sliding rod is connected with the lower surface of the supporting platform, the cross section of the sliding rod is rectangular hollow tubular, and a plurality of second adjusting holes are formed at intervals; the fixed rod is in a rectangular hollow tubular shape, a second limiting hole is correspondingly formed in the fixed rod, the lower part of the sliding rod is nested in the fixed rod and can move up and down along the fixed rod, and when the fixed rod moves to a set height, the fixed rod passes through the second limiting hole and the second adjusting hole to be fixedly locked through a second locking bolt; the supporting pulley is arranged at the bottom of the fixed rod; the positioning sleeve comprises a first steel cylinder fixedly connected below a pouring opening and a second steel cylinder nested in the first steel cylinder, the outer diameter of the second steel cylinder is matched with the inner diameter of a bored pile hole, the outer wall of the second steel cylinder is closely attached to the inner peripheral wall of the first steel cylinder, a first through hole and a second through hole are respectively formed in the upper end and the lower end of the first steel cylinder, a connecting through hole is correspondingly formed in the upper end of the second steel cylinder, when the connecting through hole on the second steel cylinder is connected with the first through hole through a connecting bolt, the second steel cylinder is overlapped and folded into the first steel cylinder, and when the connecting through hole on the second steel cylinder is connected with the second through hole through the connecting bolt, the second steel cylinder extends out of the first steel cylinder and is correspondingly inserted into the bored pile hole.
The invention has the preferable technical scheme that: the lining wall in the step S4 is composed of a plurality of sections of lining walls, adjacent sections of lining walls are connected through anchoring steel bars, joints of the adjacent sections of lining walls are rabbet joints, water stop steel plates are additionally arranged at the joints, and the back water side of the lining wall is coated with neoprene latex cement mortar layers.
The invention has the beneficial effects that:
(1) According to the basement structure, the temporary concrete support is used as a permanent structural beam, so that beam support integration is realized. Meanwhile, the structure plate is made into a superposed structure by considering the connection mode with the structure plate, and a concrete post-pouring layer is poured together with the precast slab to form a whole. Therefore, the waste of building materials can be reduced, the working procedure of concrete support dismantling is reduced, the construction period can be shortened, the manpower and material resources are saved, and the energy-saving and environment-friendly effects are realized.
(2) According to the basement structure, the temporary lattice column and the permanent structural column are integrally designed and constructed, necessary reinforcement cages are directly additionally arranged outside the lattice column according to calculation and analysis results, templates are supported, and concrete is poured to form the basement permanent structural column, so that the temporary lattice column can be prevented from being removed, construction procedures are greatly reduced, construction progress is quickened, and construction cost is reduced.
(3) The back soil surface of the underground continuous wall is provided with the inwards concave strip-shaped groove, the joint surface of the underground continuous wall and the lining wall is subjected to roughening treatment, the strip-shaped groove and the lining wall are integrally poured, the bonding strength of the joint surface is greatly enhanced, and the connecting device is additionally arranged to be connected with the lining wall, so that the underground continuous wall and the lining wall form an integral stress structural member, the connection compactness of the underground continuous wall and the lining wall is ensured, and the connection effect of the underground continuous wall and the lining wall is greatly enhanced.
(4) The lattice column positioning device can be used for assisting in sinking of the lattice column, can adjust the axis deflection angle and the axis deflection of the lattice column, can achieve good angle positioning and horizontal positioning effects, greatly improves the installation precision and the verticality of the lattice column, avoids torsion and inclination in the installation process of the lattice column, ensures uniform stress of the structure, and improves the safety and the reliability of the structure.
(5) According to the basement structure, multiple waterproof measures are adopted to resist erosion of underground water to the basement structure, and as the service life of the structure increases, the underground water gradually permeates into the basement structure to cause great potential safety hazards.
The permanent combined basement structure has the advantages of strong site construction operability, high construction operation efficiency, great reduction of construction procedures and building material loss, better overall performance and construction quality, lower construction cost, energy conservation and environmental protection; meanwhile, the lattice column positioning device is adopted to assist the lattice column to sink, the axis deflection angle and the axis deflection of the lattice column can be adjusted, the installation precision and the verticality of the lattice column are improved, torsion and inclination in the hoisting process of the lattice column are avoided, and the structural safety is greatly improved.
Drawings
FIG. 1 is a schematic view of a permanently bonded basement structure in accordance with the present invention;
FIG. 2 is a schematic view in section A-A of FIG. 1;
FIG. 3 is a schematic view of the connection of a diaphragm wall to a liner wall in accordance with the present invention;
FIG. 4 is a schematic view of a composite beam structure in accordance with the present invention;
fig. 5 is a schematic view of the underground diaphragm wall structure in the present invention.
FIG. 6 is a schematic view of a prefabricated panel according to the present invention;
FIG. 7 is a schematic cross-sectional view of a structural column in accordance with the present invention;
FIG. 8 is a schematic view of a concrete support layer in the present invention;
FIG. 9 is a schematic view of a lattice column arrangement in the present invention;
FIG. 10 is a schematic view of a lattice column positioning device in accordance with the present invention;
FIG. 11 is a schematic representation of the lattice column settlement in the present invention;
FIG. 12 is a schematic view of a limiting plate in the present invention;
fig. 13 is a schematic view of the construction flow of the underground diaphragm wall in the present invention.
In the figure: 1-crown beam, 2-underground continuous wall, 200-concrete, 201-underground continuous wall reinforcement cage, 202-H-shaped steel joint, 203-grout stop iron sheet, 204-end reinforcing steel bar, 205-truss, 3-lining wall, 4-superposed beam, 400-concrete supporting layer, 401-stirrup, 402-concrete post-pouring layer, 5-connecting structure, 500-embedded reinforcing steel bar, 501-straight threaded sleeve, 502-connecting reinforcing steel bar, 503-round steel plate, 6-bored cast-in-place pile, 7-structural column, 700-lattice column, 701-reinforced concrete thickening layer, 8-basement bottom plate, 9-triaxial stirring pile, 10-basement floor slab, 11-wall body, 12-strip-shaped groove, 13-neoprene latex cement mortar layer, 14-anchoring reinforcing steel bar, 15-water stop steel plate, 16-cast-in-place pile hole, 17-positioning straight line; 100-locating holes, 101-supporting platforms, 102-first limiting holes, 103-first locking bolts, 104-limiting plates, 105-backing plates, 106-supporting rods, 107-sliding rods, 108-fixed rods, 109-connecting through holes, 110-connecting bolts, 111-first through holes, 112-first steel cylinders, 113-second steel cylinders, 114-pouring openings, 115-supporting pulleys, 116-lifting rings, 117-second locking bolts, 118-second limiting holes, 119-second adjusting holes, 120-second through holes, 121-level gauges, 122-sliding grooves, 123-sliding blocks, 124-calibration pointers, 125-bored pile holes and 126-lattice columns.
Detailed Description
The invention is further described below with reference to the drawings and examples. Figures 1 through 13 are drawings of embodiments, which are drawn in a simplified manner, for the purpose of illustrating embodiments of the invention in a clear and concise manner. The following technical solutions presented in the drawings are specific to embodiments of the present invention and are not intended to limit the scope of the claimed invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of the present invention, it should be understood that the directions or positional relationships indicated by the terms "upper", "lower", "inner", "outer", "left", "right", etc. are based on the directions or positional relationships shown in the drawings, or the directions or positional relationships conventionally put in place when the inventive product is used, or the directions or positional relationships conventionally understood by those skilled in the art are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or elements referred to must have a specific direction, be configured and operated in a specific direction, and therefore should not be construed as limiting the present invention.
The embodiment provides a permanently combined basement structure, as shown in fig. 1-3, the basement structure sequentially comprises a basement structure, a lining wall 3 and a underground continuous wall 2 from inside to outside, the lining wall 3 is tightly attached to the underground continuous wall 2, strip-shaped grooves 12 which are concave inwards are arranged at intervals of 500-1000 mm on the contact surface of the underground continuous wall 2 and the lining wall 3, the joint surface of the lining wall 3 and the underground continuous wall 2 is subjected to roughening treatment, the roughening depth is 20-30 mm, the lining wall 3 is partially embedded into the strip-shaped grooves 12 in the pouring process, and the connection tightness of the lining wall 3 and the underground continuous wall is increased; a plurality of connecting structures 5 are further arranged between the lining wall 3 and the underground continuous wall 2, a crown beam 1 for connecting the lining wall 3 and the continuous wall 2 into a whole is arranged at the top of the lining wall 3 and the continuous wall 2, the connecting structures 5 consist of embedded steel bars 500, straight thread sleeves 501, connecting steel bars 502 and round steel plates 503, the embedded steel bars 500 are embedded in the underground continuous wall 2, one end of each embedded steel bar 500 is in a straight anchor or bent anchor form, and is welded with an underground continuous wall steel bar cage 201, and the other end of each embedded steel bar 500 is connected with the straight thread sleeve 501; the connecting steel bars 502 are arranged in the lining wall 3, one end of each connecting steel bar is connected with the straight thread sleeve 501, 2-4 round steel plates 503 are welded at the other end of each connecting steel bar, and the round steel plates 503 are welded and fixed with the lining wall steel bar cage. And finally, casting concrete of the lining wall 3 by single-side formwork support to form a two-wall integrated structure system. The basement structure comprises a structural column 7, a basement bottom plate 8, a basement floor 10, a wall 11 and one or more layers of superposed beams 4, wherein bored piles 6 are constructed at the bottom of the basement bottom plate 8, the structural column 7 comprises a lattice column 700 and a reinforced concrete thickening layer 701 arranged outside the lattice column 700, and the reinforced concrete thickening layer 701 is formed after a reinforcement cage is additionally arranged outside the lattice column 700 and concrete is poured. The structural columns 7 are fixed in the bored pile 6, the upper parts sequentially penetrate through one layer or two layers or more than two layers of laminated beams 4 and are fixedly connected with the laminated beams 4, and the basement bottom plate 8 and the two ends of each layer of laminated beams 4 are respectively connected with the lining wall 3 into a whole.
In the permanently combined basement structure provided in the embodiment, as shown in fig. 1-3, the lining wall 3 is composed of a plurality of sections of lining walls, adjacent sections of lining walls are connected through anchor steel bars 14, joints of adjacent sections of lining walls adopt tongue-and-groove joints, water-stopping steel plates 15 are additionally arranged at the joints, the back water side of the lining wall 3 is coated with neoprene latex cement mortar layers 13, the water-stopping steel plates 15 are 300mm multiplied by 3m in size, and the opening direction of the water-stopping steel plates faces the upstream surface. As shown in fig. 4 and 8, the composite beam 4 is composed of a concrete supporting layer 400, a stirrup 401 and a concrete post-pouring layer 402, wherein the cross section of the concrete supporting layer 400 is rectangular, the upper surface of the concrete supporting layer 400 adopts a natural rough surface with concave-convex surface not smaller than 6mm, one end of the stirrup 401 is arranged in the concrete supporting layer 400, the other end extends out of the upper surface of the concrete supporting layer 400, the length of the extending straight line section is not smaller than 10d, and d is the diameter of the stirrup; the thickness of the concrete post-pouring layer 402 is not less than 100mm, the strength grade of the concrete is not less than C30, and all the stirrup extending sections extend into the concrete post-pouring layer 402. The basement bottom plate 8 is formed by casting concrete in situ, the basement floor 10 is formed by laminating precast slabs and concrete post-pouring layers, and the laminated surfaces of the precast slabs are subjected to roughening treatment, and the roughening depth is not less than 6mm.
In the permanently combined basement structure provided in the embodiment, as shown in fig. 5, the underground diaphragm wall 2 is formed by splicing a plurality of underground diaphragm walls, each section of underground diaphragm wall comprises an underground diaphragm wall reinforcement cage 201, trusses 205 and concrete 200, the trusses 205 are arranged in the underground diaphragm wall reinforcement cage 201 at intervals, the concrete 200 has a design strength grade not lower than C30, the impervious grade is more than P6, and the casting height is 300-500 mm higher than the design elevation; the adjacent two underground continuous walls are connected through an H-shaped steel joint 202 and a grout stop iron sheet 203, the top elevation of the H-shaped steel joint 202 is 700mm above the top elevation of the underground continuous wall 2, the bottom elevation is the bottom elevation of the underground continuous wall 2, and the whole material is welded at the end part of the underground continuous wall reinforcement cage 201; the thickness of the grout stop iron sheet 203 is 0.5-1 mm, the grout stop iron sheet is welded at the H-shaped steel joint 202, and the length of the grout stop iron sheet is not less than 1250mm from the H-shaped steel joint 202, so as to play a role in preventing the concrete 200 from flowing around.
The lattice column positioning device provided in the embodiment, as shown in fig. 10-12, comprises a supporting platform 101, a limiting component and a lifting support frame positioned below the supporting platform 101, wherein the supporting platform 101 is a square platform, a calibration pointer 124 is arranged in the direction of the supporting platform 101, the calibration pointer 124 is positioned on a middle parting line of each side of the supporting platform 101, a level meter 121 is arranged on the supporting platform 101, the level meter 121 is arranged on the upper surface of the supporting platform 101, lifting rings 116 are symmetrically arranged in the middle parts of two opposite sides of the supporting platform 101, a pouring opening 114 is arranged in the middle of the supporting platform 101, a positioning sleeve is arranged below the pouring opening 114, and the limiting component is positioned above the pouring opening 114; the pouring opening 114 is a circular opening, the positioning sleeve comprises a first steel cylinder 112 fixedly connected below the pouring opening 114 and a second steel cylinder 113 nested in the first steel cylinder 112, the outer diameter of the second steel cylinder 113 is matched with the inner diameter of a bored pile hole 125, the outer wall of the second steel cylinder 113 is closely attached to the inner peripheral wall of the first steel cylinder 112, a first through hole 111 and a second through hole 120 are respectively formed in the upper end and the lower end of the first steel cylinder 112, a connecting through hole 109 is correspondingly formed in the upper end of the second steel cylinder 113, when the connecting through hole 109 on the second steel cylinder 113 is connected with the first through hole 111 through a connecting bolt 110, the second steel cylinder 113 is overlapped and folded into the first steel cylinder 112, and when the connecting through hole 109 on the second steel cylinder 113 is connected with the second through hole 120 through the connecting bolt 110, the second steel cylinder 113 extends out of the first steel cylinder 112 and is correspondingly inserted into the bored pile hole 16.
As shown in fig. 10 to 12, the lifting support frames are provided with four groups, and are respectively arranged below each corner of the support platform 101, and each group of lifting support frames comprises a sliding rod 107, a fixed rod 108 and a support pulley 115; the top of the sliding rod 107 is connected with the lower surface of the supporting platform 101, the cross section of the sliding rod is rectangular hollow tubular, and a plurality of second adjusting holes 119 are formed at intervals; the fixed rod 108 is in a rectangular hollow tubular shape, a second limiting hole 118 is correspondingly formed in the fixed rod 108, the lower part of the sliding rod 107 is nested in the fixed rod 108 and can move up and down along the fixed rod 108, and when the fixed rod moves to a set height, the fixed rod is fixedly locked through a second locking bolt 117 passing through the second limiting hole 118 and a second adjusting hole 119; the supporting pulley 115 is installed at the bottom of the fixing rod 108, and the lattice column positioning device is supported at the bored pile hole 16 through the supporting pulley 115.
In the embodiment, as shown in fig. 10 to 12, the limiting assembly includes a base plate 105, a plurality of support rods 106 located below the base plate 105, and a limiting plate 104 located above the base plate 105, where the base plate 105 is a square hollow steel base plate with an area smaller than that of the support platform 101, the support rods 106 are L-shaped steel, four support rods are provided, are respectively disposed at four corners of the base plate 105, and the lower part is welded on the support platform 101. Square positioning holes 10000 are formed in the middle of the base plate 105, the base plate 105 is erected above the pouring opening 114 through a plurality of support rods 106, the center of the positioning holes 10000 is coaxial with the center of the pouring opening 114, four groups of limiting plates 104 are arranged, the cross section of each limiting plate 104 is L-shaped, the cross section of each limiting plate 104 is respectively arranged at four corners of the positioning holes 10000, the corners of each limiting plate 104 correspond to the corners of the positioning holes 10000, and the four groups of limiting plates 104 are enclosed to form square holes which are the same as the shape of the positioning holes 10000 and have adjustable sizes; the diagonal of the backing plate 105 is correspondingly provided with sliding grooves 122, the sliding grooves 122 are correspondingly provided with four groups, each limiting plate 104 is embedded into the corresponding sliding groove 122 through a sliding block on the lower surface, the sliding blocks 123 are matched with the sliding groove 122 in section size, a deformation gap is reserved between the sliding blocks 123 and the sliding grooves 122, and the sliding blocks 123 can move along the sliding grooves 122; a row of first limiting holes 102 are formed in the limiting plate 104 at equal intervals at the position where the sliding blocks 123 are arranged, first adjusting holes are correspondingly formed in the base plate 105, and the first adjusting holes are correspondingly formed in the bottom of the sliding groove 122 and are strip-shaped through holes.
In the invention, the latticed column structure column is integrated, the reinforcement cage is directly added outside the latticed column, and concrete is poured, so that the basement structure permanent structure column is formed. In order to simplify the calculation, the lattice column is equivalent to a rectangular section steel, according to the steel structure reinforcing design Standard (GB51367-2019) can calculate the concrete and reinforcing bars required to be added for the reinforced concrete thickening layer, firstly calculate the axial compression bearing capacity and the corresponding bending bearing capacity born by the lattice column part, and the axial force N born by the lattice column su Corresponding flexural bearing capacity M su Calculated according to the following formula:
and then determining the design value of the axial force and the bending moment born by the reinforced concrete thickening layer, wherein the design value can be calculated according to the following formula:
N c ＝1.25(N-N su )
M c ＝1.25(M-M su )
N s0 ＝fA 0
N b ＝0.5α 1 β 1 f c bh
N u0 ＝N s0 +N c0
N c0 ＝f c A c +f s ' t A s
M s0 ＝γW 0n f
wherein: n (N) u0 -structural column axial compression load; n (N) s0 -axial compression load capacity of lattice column; n (N) c0 -axial compression bearing capacity of reinforced concrete thickening layer; n is the design value of the axial force of the structural column; m is a structural column bending moment design value; n (N) b -axial force at break of limit; m is M s0 -lattice column flexural load capacity; m-N su -M su A correlated linear shape factor; f-lattice column compressive strength design value; a is that 0 -lattice column cross-sectional area; n (N) c -axial forces borne by the reinforced concrete thickening layer; m is M c -bending moment design values for reinforced concrete thickened layers respectively; f (f) c -concrete shaft compressive strength design value; a is that c Reinforced concrete addingConcrete cross-sectional area in thick layers; f (f) s ' t -a design value for the compressive strength of the reinforcement in the reinforced concrete thickening layer; a is that s -the cross-sectional area of the reinforcement in the reinforced concrete thickening layer; alpha 1 、β 1 -concrete equivalent rectangular stress diagram coefficient; gamma-section plasticity development coefficient; w (W) 0n -lattice column net cross section moment resistance; n (N) c 、M c Design values of axial force and bending moment born by the reinforced concrete thickening layer respectively.
And finally, calculating the bearing capacity and reinforcement of the eccentric pressed positive section of the reinforced concrete thickened layer according to the concrete structural design specification (GB 50010).
The sheared section of the structural column meets the following conditions:
V≤0.45β c f c bh 0
f v t w h w ≥0.1β c f c bh 0
V cu ≤0.25β c f c bh 0
wherein: v-structural column shear design value; t is t w 、h w -lattice column web thickness and height, respectively; f (f) v -design values of steel shear strength of lattice columns; f (f) c -concrete shaft compressive strength design value; b-structural column cross-sectional width; h is a 0 -structural column cross-section effective height; v (V) cu -shear load capacity of reinforced concrete thickening layers; beta c -concrete strength influencing coefficient, beta when the concrete strength grade is not higher than C50 c Taking 1.0; beta when the concrete strength grade is C80 c Taking 0.8; which are determined by linear interpolation.
The construction process of the present invention is further described below with reference to examples, in which the permanently bonded basement structure includes an underground two-layer structure, which is constructed by the following steps:
s1: constructing an underground continuous wall and a triaxial stirring pile; leveling a site, positioning a construction axis of an underground continuous wall 2, excavating a wall guide groove by using a grooving machine, pouring concrete guide walls according to design requirements, then constructing the underground continuous wall, wherein the construction process is as shown in fig. 12, firstly excavating an first-period groove section of the underground continuous wall, hoisting and sinking an underground continuous wall reinforcement cage 201, backfilling bagged broken stone on two sides of an H-shaped steel joint 202 to fix the underground continuous wall reinforcement cage 201, pouring concrete 200, curing and forming, then constructing a second-period groove section of the underground continuous wall, and repeating the steps until the construction of the underground continuous wall is completed; finally, a row of triaxial stirring piles are constructed on the earth facing surface of the underground diaphragm wall 2 through a triaxial stirrer, and a row of triaxial stirring piles 20 are constructed at the joint of the underground diaphragm wall for resisting the infiltration of underground water.
S2: sinking lattice columns; firstly, drawing a plurality of positioning straight lines 17 on the ground along the position of a pile hole of a cast-in-place pile, moving a lattice column positioning device to the position of the pile hole of a first cast-in-place pile, overlapping a calibration pointer 124 with the positioning straight lines 17, extending a positioning sleeve into the pile hole of the cast-in-place pile, placing a lattice column 700 into a positioning hole 10000, limiting the lattice column 700 through a limiting plate 104, sinking the auxiliary lattice column 700 into the pile hole of the cast-in-place pile, pouring concrete towards the pile hole of the cast-in-place pile through a pouring opening 114 of the lattice column positioning device to form a cast-in-place pile 6, and then moving the lattice column positioning device to the position of the pile hole of the next cast-in-place pile through a lifting device to sink the next lattice column; repeating the steps in sequence until all the lattice columns are sunk into the filling pile;
S3: shiguan beam and negative one concrete supporting layer; excavating soil to the elevation of the bottom of the crown beam, binding crown beam steel bars, supporting a crown beam template and pouring concrete, then excavating a layer of soil, binding a layer of concrete supporting layer steel bars, and extending stirrups out of the upper surface of the concrete supporting layer, wherein the length of the stirrups extending out of the concrete supporting layer is not less than 10d, and d is the diameter of the stirrups; setting up a concrete supporting layer template, pouring concrete, curing and forming, and roughening the upper surface of the concrete after the concrete reaches the design strength to form a natural rough surface with concave-convex surface not smaller than 6mm on the upper surface of the concrete;
s4: applying a lining wall; excavating earthwork to the design elevation of the bottom surface of the underground negative layer, arranging strip-shaped grooves 12 on the underground continuous wall 2 at intervals of 500-1000 mm by using a grooving machine, and carrying out roughening treatment on the interval area without grooves, wherein the roughening depth is 20-30 mm; and binding steel bars of the lining wall 3, connecting one end of a connecting steel bar 502 with a straight thread sleeve 501, welding the other end of the connecting steel bar on a lining wall steel bar cage through a round steel plate 503, erecting a lining wall template on one side, and pouring lining wall concrete. After the concrete of the lining wall reaches the design requirement, continuously excavating the next layer of earthwork to the design elevation of the bottom surface of the basement negative two layers, continuously constructing the lining wall 3 of the negative two-layer concrete supporting layer and the basement negative two-layer structure according to the mode of the third step, and repeating the steps until the basement bottom plate 8 is sealed; when the lining wall is constructed, the lining walls of adjacent sections are connected through the anchor steel bars 14, the joints of the adjacent sections adopt tongue-and-groove joints, water stop steel plates 15 are additionally arranged at the joints, and the back water side of the lining wall is coated with neoprene latex cement mortar layers 13.
S5: performing structural columns; firstly, the lattice column sunk in the cast-in-place pile in the step S2 is positioned in an area above the basement bottom plate, and is cleaned and polished, then, a reinforcement cage is directly additionally arranged outside the lattice column according to a calculation and analysis result, then, a structural column template is supported, and concrete is poured, so that a permanent structural column of the basement structure is formed.
S6: constructing a basement floor slab; firstly constructing an underground negative two-layer floor slab from bottom to top, and then constructing an underground negative one-layer floor slab, wherein the basement floor slab is formed by laminating precast slabs and concrete post-pouring layers, a plurality of connecting reinforcing steel bars are arranged around the precast slabs, and roughening treatment is carried out on the upper surface of the precast slabs before lifting the precast slabs, wherein the roughening depth is not less than 6mm; firstly hoisting a precast slab to the height of an underground negative two-layer concrete supporting layer by using a crane, positioning connecting steel bars extending out from the periphery of the precast slab above the underground negative two-layer concrete supporting layer, binding top steel bars on the upper surfaces of the precast slab and the underground negative two-layer concrete supporting layer, and supporting a formwork to integrally cast concrete on the top surfaces of the precast slab and the underground negative two-layer concrete supporting layer to finish construction of an underground negative two-layer floor slab and an underground negative two-layer laminated beam; then hoisting a new precast slab to the height of the underground negative one-layer concrete supporting layer by using a crane, positioning connecting steel bars extending around the precast slab above the underground negative one-layer concrete supporting layer, binding top steel bars on the upper surfaces of the precast slab and the underground negative one-layer concrete supporting layer, and integrally pouring concrete on the top surfaces of the precast slab and the underground negative one-layer concrete supporting layer by supporting a formwork to finish construction of an underground negative one-layer floor slab and an underground negative one-layer laminated beam; and finally, constructing a rear wall body of the basement structure, thus finishing the construction of the permanently combined basement structure.
The embodiments of the present invention have been described above with reference to the accompanying drawings, but the present invention is not limited to the above-described embodiments, which are merely illustrative and not restrictive, and many forms may be made by those having ordinary skill in the art without departing from the spirit of the present invention and the scope of the claims, which are to be protected by the present invention.

Claims (9)

1. A construction method of a permanent combined basement structure is characterized by comprising the following steps: the permanent facing combined basement structure sequentially comprises a basement structure, a lining wall (3), a diaphragm wall (2) and three-shaft stirring piles (9) from inside to outside, wherein the lining wall (3) is tightly attached to the diaphragm wall (2) and is tightly connected with the diaphragm wall (2) through a connecting structure (5), inwards concave strip-shaped grooves (12) are formed in the contact surface of the diaphragm wall (2) and the lining wall (3) at intervals of 500-1000 mm, the joint surface of the lining wall (3) and the diaphragm wall (2) is subjected to roughening treatment, the roughening depth is 20-30 mm, crown beams (1) which are used for connecting the lining wall (3) and the diaphragm wall (2) into a whole are arranged at the tops of the lining wall (3) and the diaphragm wall (2), and the three-shaft stirring piles (9) are arranged on the outer side of the diaphragm wall (2); the basement structure comprises a structural column (7), a basement bottom plate (8), a basement floor (10), a wall body (11) and one or more than two layers of laminated beams (4), wherein a bored cast-in-place pile (6) is constructed at the bottom of the basement bottom plate (8), the structural column (7) comprises a lattice column (700) and reinforced concrete thickening layers (701) arranged outside the lattice column (700), the reinforced concrete thickening layers (701) are formed by adding reinforcement cages outside the lattice column (700) and pouring concrete, the lower ends of the lattice column (700) are fixed in the bored cast-in-place pile (6) and welded and fixed with the reinforced concrete of the bored cast-in-place pile, the upper parts of the structural column (7) sequentially penetrate through the laminated beams (4) of one or more than two layers, and are fixedly connected with the laminated beams (4), and the two ends of the basement bottom plate (8) and each layer of laminated beams (4) are respectively connected with an inner lining wall (3) into a whole; the superposed beam (4) consists of a concrete supporting layer (400), stirrups (401) and a concrete post-pouring layer (402), wherein one end of each stirrup (401) is arranged inside the concrete supporting layer (400), and the other end of each stirrup (401) extends out of the upper surface of the concrete supporting layer (400) and extends into the concrete post-pouring layer (402) after the concrete post-pouring layer (402) is poured; the basement bottom plate (8) is formed by casting concrete in situ, the basement floor (10) is formed by laminating precast slabs and concrete post-pouring layers, the laminated surfaces of the precast slabs are subjected to roughening treatment, and the roughening depth is not less than 6mm;
The construction method of the permanently combined basement structure comprises the following specific construction steps:
s1: constructing an underground continuous wall and a triaxial stirring pile; leveling a site, positioning a construction axis of the underground continuous wall, constructing the underground continuous wall, and constructing a triaxial stirring pile on the earth facing surface of the underground continuous wall through a triaxial stirrer;
s2: sinking the lattice column by using a lattice column positioning device; the lattice column positioning device comprises a supporting platform (101), a limiting assembly and a lifting support frame positioned below the supporting platform (101), wherein a level meter (121) and a calibration pointer (124) are arranged in the middle of the supporting platform (101), a pouring opening (114) with the diameter matched with that of a pile hole (16) of a cast-in-place pile is formed in the middle of the supporting platform (101), a positioning sleeve is arranged below the pouring opening (114), the limiting assembly is positioned above the pouring opening (114), the limiting assembly comprises a base plate (105), a plurality of support rods (106) positioned below the base plate (105) and a limiting plate (104) positioned above the base plate (105), square positioning holes (100) are formed in the middle of the base plate (105), the base plate (105) is erected above the pouring opening (114) through the support rods (106), and the center of the positioning holes (100) is coaxial with the center of the pouring opening (114). Firstly, drawing a plurality of positioning straight lines on the ground along the position of a pile hole of a cast-in-place pile, moving a lattice column positioning device to the position of the pile hole of a first cast-in-place pile, overlapping a calibration pointer with the positioning straight lines, extending a positioning sleeve into the pile hole of the cast-in-place pile, placing a lattice column into the positioning hole, limiting the lattice column through a limiting plate, sinking the auxiliary lattice column into the pile hole of the cast-in-place pile, pouring concrete towards the pile hole of the cast-in-place pile through a pouring opening of the lattice column positioning device to construct a cast-in-place pile, and then moving the lattice column positioning device to the position of the pile hole of the next cast-in-place pile through a lifting device to sink the next lattice column; repeating the steps in sequence until all the lattice columns are sunk into the filling pile;
S3: shiguan beam and negative one concrete supporting layer; excavating soil to the elevation of the bottom of the crown beam, binding crown beam steel bars, supporting a crown beam template and pouring concrete, then excavating a layer of soil, binding a layer of concrete supporting layer steel bars, and extending stirrups out of the upper surface of the concrete supporting layer, wherein the length of the stirrups extending out of the concrete supporting layer is not less than 10d, and d is the diameter of the stirrups; setting up a concrete supporting layer template, pouring concrete, curing and forming, and roughening the upper surface of the concrete after the concrete reaches the design strength to form a natural rough surface with concave-convex surface not smaller than 6mm on the upper surface of the concrete;
s4: applying a lining wall; excavating earthwork to the negative first floor elevation of the basement, arranging strip-shaped grooves on the underground continuous wall at intervals of 500-1000 mm by a grooving machine, roughening the spacing area without grooves, wherein the roughening depth is 20-30 mm, binding lining wall steel bars, erecting lining wall templates on one side, pouring lining wall concrete, continuing excavating the next layer of earthwork to the negative second floor elevation of the basement after the concrete meets the design requirement, continuing to apply a negative second floor concrete supporting layer and lining wall of the negative second floor structure of the basement according to the step S3, and repeating the steps until the basement bottom plate is sealed;
S5: performing structural columns; firstly, cleaning and polishing a lattice column which is sunk into the filling pile in the step S2 in an area above a basement bottom plate, then adding a reinforcement cage outside the lattice column according to a calculation and analysis result, supporting a structural column template, and pouring concrete to form a permanent structural column of a basement structure; the sheared surface of the permanent structural column meets the following conditions:
V≤0.45β c f c bh 0
f v t w h w ≥0.1β c f c bh 0
V cu ≤0.25β c f c bh 0
wherein: v-structural column shear design value; t is t w -the thickness of the lattice column web; h is a w -height of lattice column web; f (f) v -lattice column steel shear strength design values; f (f) c -concrete shaft compressive strength design value; b-structural column cross-sectional width; h is a 0 -structural column cross-section effective height; v (V) cu -shear load capacity of reinforced concrete thickening layers; beta c -concrete strength influencing coefficient, beta when the concrete strength grade is not higher than C50 c Taking 1.0; beta when the concrete strength grade is C80 c Taking 0.8;
s6: constructing a basement floor slab: constructing a basement floor slab from bottom to top, wherein the basement floor slab is formed by laminating precast slabs and concrete post-pouring layers, a plurality of connecting steel bars are arranged around the precast slabs, and roughening treatment is carried out on the upper surface of the precast slabs before the precast slabs are lifted, wherein the roughening depth is not less than 6mm; and then hoisting the precast slabs in place by using a crane, hoisting each layer of basement floor slab to the height of the concrete supporting layer corresponding to the basement floor, arranging connecting steel bars extending around the precast slabs above the concrete supporting layer corresponding to the basement floor, binding precast slab top steel bars on the upper surface of the precast slabs, binding upper steel bars above the concrete supporting layer corresponding to the basement floor, supporting templates, integrally casting concrete on the top surfaces of the precast slabs and the top surfaces of the concrete supporting layers on the same layer, and finally constructing a back building wall body of the basement structure, thereby finishing the construction of the permanently combined basement structure.
2. The construction method of the permanently bonded basement structure according to claim 1, wherein the construction method comprises the following steps: the connecting structure (5) consists of embedded bars (500), a straight thread sleeve (501), connecting bars (502) and a round steel plate (503), wherein the embedded bars (500) are embedded in the underground continuous wall (2), one end of each embedded bar is in a straight anchor or bent anchor form and welded with an underground continuous wall reinforcement cage (201), and the other end of each embedded bar is connected with the straight thread sleeve (501); the connecting steel bars (502) are arranged in the lining wall (3), one end of each connecting steel bar is connected with the straight thread sleeve (501), 2-4 round steel plates (503) are welded at the other end of each connecting steel bar, and the round steel plates (503) are welded and fixed with the steel bar cages of the lining wall.
3. The construction method of the permanently bonded basement structure according to claim 1 or 2, characterized by comprising the following steps: the lining wall (3) consists of a plurality of sections of lining walls, adjacent sections of lining walls are connected through anchor steel bars (14), joints of the adjacent sections of lining walls are rabbet joints, water stop steel plates (15) are additionally arranged at the joints, and the back water side of the lining wall (3) is coated with neoprene latex cement mortar layers (13); the water stop steel plate is 300mm multiplied by 3m in size, and the opening direction of the water stop steel plate faces the upstream surface.
4. The construction method of the permanently bonded basement structure according to claim 1 or 2, characterized by comprising the following steps: the section of the concrete supporting layer (400) is rectangular, the upper surface of the concrete supporting layer adopts a natural rough surface with concave-convex shape not smaller than 6mm, the length of the stirrup (401) extending out of the concrete supporting layer (400) is not smaller than 10d, and d is the diameter of the stirrup; the thickness of the concrete post-pouring layer (402) is not less than 100mm, and the strength grade of the concrete is not less than C30; the reinforcement cage of the reinforced concrete thickening layer (701) consists of stirrups (702) and longitudinal ribs (703), wherein the stirrups (702) are arranged on the outer side of the longitudinal ribs (703), are in the form of two hoops or cross hoops, and are connected with the lattice column (700) in a full-welded mode.
5. The construction method of the permanently bonded basement structure according to claim 1 or 2, characterized by comprising the following steps: the underground diaphragm wall (2) is formed by splicing a plurality of underground diaphragm walls, each section of underground diaphragm wall comprises an underground diaphragm wall reinforcement cage (201), trusses (205) and concrete (200), the trusses (205) are arranged in the underground diaphragm wall reinforcement cage (201) at intervals, the design strength grade of the concrete (200) is not lower than C30, the impermeability grade is more than P6, and the casting height of the concrete is more than 300-500 mm higher than the design elevation; the two adjacent underground continuous walls are connected through an H-shaped steel joint (202) and a grout stop iron sheet (203), the top elevation of the H-shaped steel joint (202) is 700mm above the top elevation of the underground continuous wall (2), the bottom elevation is the bottom elevation of the underground continuous wall (2), and the whole material of the H-shaped steel joint is welded at the end part of the underground continuous wall reinforcement cage (201); the thickness of the grout stop iron sheet (203) is 0.5-1 mm, the grout stop iron sheet is welded at the H-shaped steel joint (202), and the length of the grout stop iron sheet from the H-shaped steel joint (202) to the back is not less than 1250mm, so that the grout stop iron sheet has the effect of preventing the concrete (200) from flowing around.
6. The construction method of the permanently bonded basement structure according to claim 1, wherein the construction method comprises the following steps: in the construction process of the underground diaphragm wall in the step S1, firstly, excavating a first-period groove section of the underground diaphragm wall by using a grooving machine, hoisting and sinking an underground diaphragm wall reinforcement cage, pouring concrete, then, constructing a second-period groove section of the underground diaphragm wall, and connecting two adjacent underground diaphragm walls through an H-shaped steel joint and a grout stop iron sheet, wherein the top elevation of the H-shaped steel joint is 700mm above the top elevation of the underground diaphragm wall, the bottom elevation is the bottom elevation of the underground diaphragm wall, and the whole underground diaphragm wall reinforcement cage is welded at the end part of the underground diaphragm wall reinforcement cage; the thickness of the grout stop iron sheet is 0.5-1 mm, the grout stop iron sheet is welded at the H-shaped steel joint, and the length of the grout stop iron sheet from the H-shaped steel joint to the back is not less than 1250mm, so that the grout stop iron sheet has the effect of preventing concrete from flowing around.
7. The construction method of the permanently bonded basement structure according to claim 1, wherein the construction method comprises the following steps: the supporting platform (101) of the lattice column positioning device in the step S2 is a square platform, calibration pointers (124) are arranged in each direction of the supporting platform (101), and the calibration pointers (124) are positioned on the middle parting line of each side of the supporting platform (101); hanging rings (116) are symmetrically arranged in the middle of two opposite sides of the supporting platform (101), and the level gauge (121) is arranged on the upper surface of the supporting platform (101); the lifting support frames are provided with four groups and are respectively arranged below each corner part of the support platform (101); the base plate (105) is a square hollow steel base plate with the area smaller than that of the supporting platform (101), four groups of sliding grooves (122) are correspondingly formed in the diagonal line of the base plate (105), and the four groups of sliding grooves (122) are respectively located at the corners of the positioning holes (100); limiting plates (104) are provided with four groups, the four corners of a positioning hole (100) are symmetrically arranged, the cross section of each group of limiting plates (104) is L-shaped, the bottom surface of each group of limiting plates is embedded into a corresponding sliding groove (122) through a sliding block (123) and moves along the sliding groove (122), the four groups of limiting plates (104) are enclosed into square holes which are identical to the positioning hole (100) in shape and adjustable in size, a row of first limiting holes (102) are formed in the limiting plates (104) at equal intervals in the position where the sliding block (123) is arranged, a strip-shaped first adjusting hole is correspondingly formed in each sliding groove (122) of a base plate (105), and when the limiting plates (104) slide to a set position, the base plate is fixedly locked through the first locking bolts (103) penetrating through the first limiting holes (102) and the first adjusting holes.
8. The construction method of the permanently bonded basement structure according to claim 1, wherein the construction method comprises the following steps: each group of lifting support frames of the lattice column positioning device in the step S2 comprises a sliding rod (107), a fixed rod (108) and a support pulley (115); the top of the sliding rod (107) is connected with the lower surface of the supporting platform (101), the cross section of the sliding rod is rectangular hollow tubular, and a plurality of second adjusting holes (119) are formed at intervals; the fixed rod (108) is in a rectangular hollow tubular shape, a second limiting hole (118) is correspondingly formed in the fixed rod (108), the lower part of the sliding rod (107) is embedded in the fixed rod (108) and can move up and down along the fixed rod (108), and when the fixed rod moves to a set height, the fixed rod is fixedly locked through a second locking bolt (117) passing through the second limiting hole (118) and a second adjusting hole (119); the supporting pulley (115) is arranged at the bottom of the fixed rod (108); the positioning sleeve comprises a first steel cylinder (112) fixedly connected below a pouring opening (114) and a second steel cylinder (113) nested in the first steel cylinder (112), the outer diameter of the second steel cylinder (113) is matched with the inner diameter of a bored pile hole (125), the outer wall of the second steel cylinder (113) is closely attached to the inner peripheral wall of the first steel cylinder (112), a first through hole (111) and a second through hole (120) are respectively formed in the upper end and the lower end of the first steel cylinder (112), a connecting through hole (109) is correspondingly formed in the upper end of the second steel cylinder (113), when the connecting through hole (109) on the second steel cylinder (113) is connected with the first through hole (111) through a connecting bolt (110), the second steel cylinder (113) is overlapped and placed in the first steel cylinder (112), and when the connecting through hole (109) on the second steel cylinder (113) is connected with the second through hole (120) through the connecting bolt (110), the second steel cylinder (113) extends out of the first steel cylinder (112) and is inserted into the corresponding bored pile (16).
9. The construction method of the permanently bonded basement structure according to claim 1, wherein the construction method comprises the following steps: the lining wall in the step S4 is composed of a plurality of sections of lining walls, adjacent sections of lining walls are connected through anchoring steel bars, joints of the adjacent sections of lining walls are rabbet joints, water stop steel plates are additionally arranged at the joints, and the back water side of the lining wall is coated with neoprene latex cement mortar layers.
CN202210934913.5A 2022-08-05 2022-08-05 Permanent-face combined basement structure and construction method thereof Active CN115354739B (en)

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100625115B1 (en) * 2004-05-29 2006-09-20 (주)새길이엔시 downward reinforced-concrete underground structure using temporary assistant columns
CN103321231B (en) * 2013-06-10 2015-11-25 叶长青 Base pit stand construction
CN104895092B (en) * 2015-06-02 2017-03-15 中建四局第六建筑工程有限公司 The method that a kind of interim lattice column of inner support is used as permanent structure post
US10138616B2 (en) * 2016-08-12 2018-11-27 Wuhan Zhihe Geotechnical Engineering Co., Ltd. Inverse construction method for deep, large and long pit assembling structure of suspension-type envelope enclosure
CN207277319U (en) * 2017-10-18 2018-04-27 太原理工大学 Diaphram wall is prevented streaming, water-impervious I-shaped steel joint structure
CN210975877U (en) * 2019-08-13 2020-07-10 湖北美好新材料科技有限公司 Assembled basement frame construction
CN211735397U (en) * 2019-12-25 2020-10-23 中铁十四局集团大盾构工程有限公司 Positioning and guiding device for lattice column bored pile construction
CN111764379B (en) * 2020-06-18 2021-07-09 常州东华建筑安装工程有限公司 Construction method and structure applied to reverse construction steel pipe pile
CN113562629B (en) * 2021-07-15 2024-03-26 海通建设集团有限公司 Lattice column positioning and verticality adjusting system
CN113550317B (en) * 2021-07-30 2022-07-29 浙江交工地下工程有限公司 Permanent-temporary combined supporting structure and construction method for open excavation reverse construction foundation pit of large shield starting well
CN113846642B (en) * 2021-08-26 2022-09-09 潮峰钢构集团有限公司 Height control positioning system and positioning method for inserted lattice column based on cast-in-place pile
CN114457810A (en) * 2022-01-26 2022-05-10 中铁第一勘察设计院集团有限公司 Foundation pit inner support system based on permanent-temporary combination and construction method thereof

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