CN117418559A - Combined retaining wall of ultra-deep basement and construction method thereof - Google Patents
Combined retaining wall of ultra-deep basement and construction method thereof Download PDFInfo
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- CN117418559A CN117418559A CN202310794868.2A CN202310794868A CN117418559A CN 117418559 A CN117418559 A CN 117418559A CN 202310794868 A CN202310794868 A CN 202310794868A CN 117418559 A CN117418559 A CN 117418559A
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- 238000010276 construction Methods 0.000 title claims abstract description 20
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 108
- 239000010959 steel Substances 0.000 claims abstract description 108
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 30
- 230000005484 gravity Effects 0.000 claims abstract description 17
- 239000004567 concrete Substances 0.000 claims description 32
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 27
- 239000004575 stone Substances 0.000 claims description 24
- 239000010410 layer Substances 0.000 claims description 21
- 238000005553 drilling Methods 0.000 claims description 18
- 239000002023 wood Substances 0.000 claims description 15
- 239000002689 soil Substances 0.000 claims description 14
- 239000011083 cement mortar Substances 0.000 claims description 12
- 239000003292 glue Substances 0.000 claims description 9
- 238000002347 injection Methods 0.000 claims description 9
- 239000007924 injection Substances 0.000 claims description 9
- 239000000463 material Substances 0.000 claims description 7
- 238000000034 method Methods 0.000 claims description 7
- 239000000853 adhesive Substances 0.000 claims description 6
- 230000001070 adhesive effect Effects 0.000 claims description 6
- 238000004873 anchoring Methods 0.000 claims description 6
- 238000011065 in-situ storage Methods 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 239000011148 porous material Substances 0.000 claims description 6
- 239000011241 protective layer Substances 0.000 claims description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 239000010426 asphalt Substances 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 claims description 3
- 239000000428 dust Substances 0.000 claims description 3
- 239000000945 filler Substances 0.000 claims description 3
- 238000007667 floating Methods 0.000 claims description 3
- 238000009415 formwork Methods 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 230000035699 permeability Effects 0.000 claims description 3
- 239000002994 raw material Substances 0.000 claims description 3
- 238000002791 soaking Methods 0.000 claims description 3
- 239000007787 solid Substances 0.000 claims description 3
- 238000009966 trimming Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 239000002131 composite material Substances 0.000 claims 1
- 238000009435 building construction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
Classifications
-
- 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
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0275—Retaining or protecting walls characterised by constructional features cast in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
-
- 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
-
- 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
- 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
- E02D31/08—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 transmission of vibrations or movements in the foundation soil
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Retaining Walls (AREA)
Abstract
The invention relates to a combined retaining wall of an ultra-deep basement and a construction method thereof; comprises a foundation slab and wall steel bars; the wall body reinforcing steel bars are horizontally arranged, the inclined supporting steel bars are vertically arranged between the wall body reinforcing steel bars and the foundation base plate, the rubble filling layer is arranged in a triangular closed space formed among the wall body reinforcing steel bars, the foundation base plate and the inclined supporting steel bars, and the filling layer is arranged above the triangular closed space, namely, the open space formed among the wall body reinforcing steel bars, the foundation base plate and the inclined supporting steel bars. The combined retaining wall provided by the invention effectively shifts the gravity center of the retaining wall backwards and forms a slope, so that the anti-overturning stability coefficient of the retaining wall is increased, and meanwhile, the retaining bearing capacity of the rubble gravity retaining wall can be obviously improved under the condition of the same section size, and the slip resistance of the retaining wall is effectively enhanced.
Description
Technical Field
The invention relates to the field of building construction, in particular to a building technology of a basement in a building structure, and specifically relates to a combined retaining wall of an ultra-deep basement and a building method thereof.
Background
At present, the single gravity type concrete retaining wall of the ultra-deep basement shown in fig. 5 maintains the stability of the retaining wall under the action of soil pressure by the self gravity of the retaining wall, so that the volume and the weight are large, and if the retaining wall is too high, the material consumption is high, the cost is uneconomical and the manufacturing cost is high; meanwhile, the single reinforced concrete shear wall retaining wall of the ultra-deep basement has the problems of high lateral soil pressure and insufficient stability. In view of the above, the retaining wall structure of the ultra-deep basement is still required to be further optimized.
Disclosure of Invention
The invention aims to overcome the defects and provide a combined retaining wall, so that the gravity center of the retaining wall is effectively moved backwards, the anti-overturning stability coefficient of the retaining wall is increased, the construction cost of the concrete retaining wall is more saved, the retaining bearing capacity of the rubble gravity retaining wall can be obviously improved under the condition of the same section size, and the slip resistance of the retaining wall is effectively enhanced.
In order to achieve the above object, the present invention is achieved by:
a combined retaining wall of an ultra-deep basement comprises a foundation slab and wall steel bars; the wall body reinforcing steel bars are horizontally arranged, the inclined supporting steel bars are vertically arranged between the wall body reinforcing steel bars and the foundation base plate, the rubble filling layer is arranged in a triangular closed space formed among the wall body reinforcing steel bars, the foundation base plate and the inclined supporting steel bars, and the filling layer is arranged above the triangular closed space, namely, the open space formed among the wall body reinforcing steel bars, the foundation base plate and the inclined supporting steel bars.
The construction method of the combined retaining wall of the ultra-deep basement comprises the following steps of
Step 1, planting ribs: horizontal and vertical reinforcement bar planting is carried out on the corresponding bottom plate and the side wall according to the position of the reinforced concrete;
step 2, binding reinforcing steel bars: planting bars on the side wall according to the transverse bars at the bottom plate, and binding the longitudinal bars in situ to form a shear wall retaining wall bar structure;
step 3, template installation: setting a wall template;
step four: and (3) concrete pouring: binding reinforcing steel bars of a retaining wall of the concrete shear wall and installing a template, and performing concrete pouring after the reinforcing steel bars are detected to be qualified;
step five: and (3) waterproof layer and waterproof protection layer construction: after the concrete wall reaches a certain strength and the template is removed, performing base layer treatment, and constructing a waterproof layer and a waterproof protective layer;
step six: construction of a rubble gravity retaining wall;
step seven: backfilling earthwork: and (3) backfilling earthwork after the construction of the rubble retaining wall is completed and stabilized, wherein the backfilling is performed by adopting a soil material with good water permeability, and the backfilling is not required to be compacted by layers according to corresponding standard requirements by adopting cohesive soil and silt, cultivated soil and expansive soil as fillers.
The ultra-deep basement combined retaining wall structure and the construction method thereof provided by the invention change the traditional ultra-deep basement structure single concrete retaining wall and the traditional single rubble gravity retaining wall construction method. Compared with the traditional ultra-deep basement structure single retaining wall, the concrete reinforcement dosage is reduced, the gravity center of the retaining wall is effectively moved backwards, the anti-overturning stability coefficient of the retaining wall is increased, the construction cost of the concrete gravity type retaining wall is more saved, meanwhile, the retaining bearing capacity of the rubble gravity type retaining wall can be obviously improved under the condition of the same section size, and the anti-sliding capacity of the retaining wall is effectively enhanced.
The construction method for the ultra-deep basement combined retaining wall structure further comprises the following steps:
in the step 1, the border of the wall is ejected before the bar is planted, the bar planting position is approved, and a marking pen is used for marking; when the drilling is carried out, an electric drill with smaller vibration is used, if the drilling is stopped when the steel bar with the original structure meets, the steel bar with the original structure cannot be damaged, the aperture of the electric drill is two grades larger than the diameter of the steel bar to be planted, the drilling is perpendicular to the plane of the concrete member, the inclination is not more than 8 degrees, and the drilling depth is 22d; during drilling, the drilling speed is required to be noted, and the pore canal is cleaned by a blower and a brush until the inner wall is free of floating dust and water stain; the steel bars are required to be flat, the original steel bars are required to be derusted and then planted, and the derusting length is much longer than the planted bars; the glue injection adopts a glue injector, the injection body is slowly pulled out while injecting water, the injection body is required to be straight, the original steel bar is required to be derusted and then the bar is planted, and the derusting length is larger than the bar planting length; the vertical phi 25 steel bar planting depth of the adjacent concrete wall body is 455mm, and the horizontal steel bar planting depth is 350mm; the diameter of the phi 16 steel bar is 20mm, and the diameter of the phi 25 steel bar is 30mm; slowly inserting the processed steel bars into the pore canal at a rotating speed, so that the bar planting glue is uniformly adhered to the surfaces of the steel bars and the thread gaps; the inserted steel bars and the anchor bolts can not be disturbed, the steel bars are protected after being implanted and positioned, collision and displacement are prevented, the steel bars are kept for 3 days, the steel bars can be stressed after the structural adhesive is solidified with the raw materials, and various works such as welding and binding of the steel bars can be performed after the curing period of the steel bar planting adhesive is finished.
In the step 2, the transverse steel bars are planted on the side walls at the bottom plate, and the longitudinal steel bars are bound by the in-situ steel bars to form a shear wall retaining wall steel bar structure; the wall bars are bound point by point, the tie bars are bound between the double rows of the steel bars, and the protective layer of the steel bar outer skin is controlled by the plastic clamping ring. At the junction of the wall and the plate, the transverse ribs of the wall should be anchored into the plate, and the anchoring length should meet the design requirement. The horizontal ribs of the wall at the positions of the anchoring length, the corner, the cross joint and the like of the two ends should meet the design requirement. And trimming the stretched vertical steel bars after die assembly, binding a transverse bar at the lap joint for positioning, and taking care of special personnel when concrete is poured, and readjusting after pouring is finished to ensure accurate steel bar positions. The height of the positioning ribs is 200-250mm from the floor slab surface, and the spacing between the ladder ribs is 1500-2000mm. The positioning bars are connected with the vertical steel bars of the wall body through the 3-grade steel diameter 12-thread steel, so that the vertical steel bars of the shear wall are prevented from being deviated.
In the step 3, the wall body adopts a 15mm multilayer film-coated plate, the wall body secondary joists adopt 40X 90 wood beams, the secondary joist spacing is 250mm, and the distance between the primary joists and the edges of the template is less than or equal to 150mm; the underground wall adopts phi 48 x 3.0mm double steel pipe main keels, and the distance between the steel pipes is 500mm; the distance between the first main keel and the bottom of the template is less than or equal to 250 mm; the joint part of the template is horizontally supported by 40X 90 wood beams; the wall formwork is reinforced by adopting opposite phi 14 water stop screws, wherein the vertical distance between the opposite water stop screws is 500mm, the horizontal distance is 500mm, and the distance between the vertical first screw and the edge of the wall is not more than 200mm; the water stop screw rod is that 50 multiplied by 5mm water stop sheets are fully welded on the two sides of the middle part of the opposite-pull water stop screw rod; when the template is erected, a 50 multiplied by 15mm wood cushion block is arranged on the screw rod and on the inner side of the template, screw heads extending out of two sides of the template are cut off when the template is removed, after the wall concrete reaches a certain strength, the wood cushion blocks embedded into two sides of the wall are removed, the rest screw heads are cut off, and then the wood cushion blocks are filled with micro-expansion waterproof cement mortar.
In the step 6, the intensity of the rubble not lower than MU30 and the intensity of the cement mortar not lower than M7.5 are adopted; the rubble used for rubble masonry is in a block shape, the thickness of the middle part of the rubble is not less than 150mm, the rubble is free from weathered peeling, no crack exists, and the rubble masonry has solid stone; before rubble is built, cleaning, soaking in water, sitting to be full, and filling joints; the rubble masonry is divided into skin and laid horizontally, and natural shapes are used for knocking between the skin stones so as to enable the skin stones to be basically overlapped with stones laid firstly; the masonry is staggered up and down, is built up and down, and cannot be laid on the middle of the outer side of the vertical Yu Dan in a core-filled masonry mode; the shovel port stone and the axe blade stone are not placed in the middle, and the opening of the bridge cannot be placed; mortar joints are preferably built by rubble with the thickness of 20-30 mm, and the phenomenon that stones cannot be contacted with each other is avoided; filling mortar into the places with large stone gaps with gravels and then embedding the gravels; the rubble is firstly Pi Danxian cushioned, the large surface faces downwards, and the larger Mao Danqi is selected at the corner, the junction and the opening of the first rubble; the deformation joints are arranged on the rubble retaining wall every 10 meters, the joint width is 20-30 mm, waterproof materials are filled in the joints, the joints and the concave parts on the surface of the rubble retaining wall back are smoothed by adopting 1:3 cement mortar, 20mm cement mortar is smeared on the wall back, and then 2mm thick hot asphalt is smeared.
Drawings
FIG. 1 is a schematic illustration of a modular retaining wall diagonal bracing arrangement for an ultra-deep basement.
Fig. 2 is a plan view of a combined retaining wall of an ultra-deep basement.
Fig. 3 is a schematic cross-sectional view of a modular retaining wall for an ultra-deep basement.
FIG. 4 is a schematic cross-sectional view of a modular retaining wall for an ultra-deep basement.
Fig. 5 is a schematic view of a single gravity type concrete retaining wall.
Detailed Description
The invention is further illustrated by the following specific examples.
As shown in fig. 1-4, a combined retaining wall for an ultra-deep basement comprises a foundation slab and wall steel bars; the wall body reinforcing steel bars are horizontally arranged, the inclined supporting steel bars are vertically arranged between the wall body reinforcing steel bars and the foundation base plate, the rubble filling layer is arranged in a triangular closed space formed among the wall body reinforcing steel bars, the foundation base plate and the inclined supporting steel bars, and the filling layer is arranged above the triangular closed space, namely, the open space formed among the wall body reinforcing steel bars, the foundation base plate and the inclined supporting steel bars.
The construction method of the combined retaining wall of the ultra-deep basement comprises the following steps:
step 1, planting ribs: horizontal and vertical reinforcement bar planting is carried out on the corresponding bottom plate and the side wall according to the position of the reinforced concrete;
step 2, binding reinforcing steel bars: planting bars on the side wall according to the transverse bars at the bottom plate, and binding the longitudinal bars in situ to form a shear wall retaining wall bar structure;
step 3, template installation: setting a wall template;
step four: and (3) concrete pouring: binding reinforcing steel bars of a retaining wall of the concrete shear wall and installing a template, and performing concrete pouring after the reinforcing steel bars are detected to be qualified;
step five: and (3) waterproof layer and waterproof protection layer construction: after the concrete wall reaches a certain strength and the template is removed, performing base layer treatment, and constructing a waterproof layer and a waterproof protective layer;
step six: construction of a rubble gravity retaining wall;
step seven: backfilling earthwork: and (3) backfilling earthwork after the construction of the rubble retaining wall is completed and stabilized, wherein the backfilling is performed by adopting a soil material with good water permeability, and the backfilling is not required to be compacted by layers according to corresponding standard requirements by adopting cohesive soil and silt, cultivated soil and expansive soil as fillers.
In the step 1, the border of the wall is ejected before the bar is planted, the bar planting position is approved, and a marking pen is used for marking; when the drilling is carried out, an electric drill with smaller vibration is used, if the drilling is stopped when the steel bar with the original structure meets, the steel bar with the original structure cannot be damaged, the aperture of the electric drill is two grades larger than the diameter of the steel bar to be planted, the drilling is perpendicular to the plane of the concrete member, the inclination is not more than 8 degrees, and the drilling depth is 22d; during drilling, the drilling speed is required to be noted, and the pore canal is cleaned by a blower and a brush until the inner wall is free of floating dust and water stain; the steel bars are required to be flat, the original steel bars are required to be derusted and then planted, and the derusting length is much longer than the planted bars; the glue injection adopts a glue injector, the injection body is slowly pulled out while injecting water, the injection body is required to be straight, the original steel bar is required to be derusted and then the bar is planted, and the derusting length is larger than the bar planting length; the vertical phi 25 steel bar planting depth of the adjacent concrete wall body is 455mm, and the horizontal steel bar planting depth is 350mm; the diameter of the phi 16 steel bar is 20mm, and the diameter of the phi 25 steel bar is 30mm; slowly inserting the processed steel bars into the pore canal at a rotating speed, so that the bar planting glue is uniformly adhered to the surfaces of the steel bars and the thread gaps; the inserted steel bars and the anchor bolts can not be disturbed, the steel bars are protected after being implanted and positioned, collision and displacement are prevented, the steel bars are kept for 3 days, the steel bars can be stressed after the structural adhesive is solidified with the raw materials, and various works such as welding and binding of the steel bars can be performed after the curing period of the steel bar planting adhesive is finished.
In the step 2, the transverse steel bars are planted on the side walls at the bottom plate, and the longitudinal steel bars are bound by the in-situ steel bars to form a shear wall retaining wall steel bar structure; the wall bars are bound point by point, the tie bars are bound between the double rows of the steel bars, and the protective layer of the steel bar outer skin is controlled by the plastic clamping ring. At the junction of the wall and the plate, the transverse ribs of the wall should be anchored into the plate, and the anchoring length should meet the design requirement. The horizontal ribs of the wall at the positions of the anchoring length, the corner, the cross joint and the like of the two ends should meet the design requirement. And trimming the stretched vertical steel bars after die assembly, binding a transverse bar at the lap joint for positioning, and taking care of special personnel when concrete is poured, and readjusting after pouring is finished to ensure accurate steel bar positions. The height of the positioning ribs is 200-250mm from the floor slab surface, and the spacing between the ladder ribs is 1500-2000mm. The positioning bars are connected with the vertical steel bars of the wall body through the 3-grade steel diameter 12-thread steel, so that the vertical steel bars of the shear wall are prevented from being deviated.
In the step 3, the wall body adopts a 15mm multilayer film-coated plate, the wall body secondary joists adopt 40X 90 wood beams, the secondary joist spacing is 250mm, and the distance between the primary joists and the edges of the template is less than or equal to 150mm; the underground wall adopts phi 48 x 3.0mm double steel pipe main keels, and the distance between the steel pipes is 500mm; the distance between the first main keel and the bottom of the template is less than or equal to 250 mm; the joint part of the template is horizontally supported by 40X 90 wood beams; the wall formwork is reinforced by adopting opposite phi 14 water stop screws, wherein the vertical distance between the opposite water stop screws is 500mm, the horizontal distance is 500mm, and the distance between the vertical first screw and the edge of the wall is not more than 200mm; the water stop screw rod is that 50 multiplied by 5mm water stop sheets are fully welded on the two sides of the middle part of the opposite-pull water stop screw rod; when the template is erected, a 50 multiplied by 15mm wood cushion block is arranged on the screw rod and on the inner side of the template, screw heads extending out of two sides of the template are cut off when the template is removed, after the wall concrete reaches a certain strength, the wood cushion blocks embedded into two sides of the wall are removed, the rest screw heads are cut off, and then the wood cushion blocks are filled with micro-expansion waterproof cement mortar.
In the step 6, the intensity of the rubble not lower than MU30 and the intensity of the cement mortar not lower than M7.5 are adopted; the rubble used for rubble masonry is in a block shape, the thickness of the middle part of the rubble is not less than 150mm, the rubble is free from weathered peeling, no crack exists, and the rubble masonry has solid stone; before rubble is built, cleaning, soaking in water, sitting to be full, and filling joints; the rubble masonry is divided into skin and laid horizontally, and natural shapes are used for knocking between the skin stones so as to enable the skin stones to be basically overlapped with stones laid firstly; the masonry is staggered up and down, is built up and down, and cannot be laid on the middle of the outer side of the vertical Yu Dan in a core-filled masonry mode; the shovel port stone and the axe blade stone are not placed in the middle, and the opening of the bridge cannot be placed; mortar joints are preferably built by rubble with the thickness of 20-30 mm, and the phenomenon that stones cannot be contacted with each other is avoided; filling mortar into the places with large stone gaps with gravels and then embedding the gravels; the rubble is firstly Pi Danxian cushioned, the large surface faces downwards, and the larger Mao Danqi is selected at the corner, the junction and the opening of the first rubble; the deformation joints are arranged on the rubble retaining wall every 10 meters, the joint width is 20-30 mm, waterproof materials are filled in the joints, the joints and the concave parts on the surface of the rubble retaining wall back are smoothed by adopting 1:3 cement mortar, 20mm cement mortar is smeared on the wall back, and then 2mm thick hot asphalt is smeared.
As shown in the embodiment, compared with the traditional ultra-deep basement structure single retaining wall, the combined retaining wall provided by the invention reduces the dosage of concrete reinforcing steel bars, and effectively moves the gravity center of the retaining wall backwards and forms a slope, so that the anti-overturning stability coefficient of the retaining wall is increased, the construction cost of the concrete gravity type retaining wall is saved, meanwhile, the retaining bearing capacity of the rubble gravity type retaining wall can be obviously improved under the condition of the same section size, and the slip resistance of the retaining wall is effectively enhanced.
Claims (6)
1. A combined retaining wall of an ultra-deep basement comprises a foundation slab and wall steel bars; the method is characterized in that: the wall body reinforcing steel bars are horizontally arranged, the inclined supporting steel bars are vertically arranged between the wall body reinforcing steel bars and the foundation base plate, the rubble filling layer is arranged in a triangular closed space formed among the wall body reinforcing steel bars, the foundation base plate and the inclined supporting steel bars, and the filling layer is arranged above the triangular closed space, namely, the open space formed among the wall body reinforcing steel bars, the foundation base plate and the inclined supporting steel bars.
2. A method of constructing a composite retaining wall for an ultra-deep basement as claimed in claim 1, wherein: comprising
Step 1, planting ribs: horizontal and vertical reinforcement bar planting is carried out on the corresponding bottom plate and the side wall according to the position of the reinforced concrete;
step 2, binding reinforcing steel bars: planting bars on the side wall according to the transverse bars at the bottom plate, and binding the longitudinal bars in situ to form a shear wall retaining wall bar structure;
step 3, template installation: setting a wall template;
step four: and (3) concrete pouring: binding reinforcing steel bars of a retaining wall of the concrete shear wall and installing a template, and performing concrete pouring after the reinforcing steel bars are detected to be qualified;
step five: and (3) waterproof layer and waterproof protection layer construction: after the concrete wall reaches a certain strength and the template is removed, performing base layer treatment, and constructing a waterproof layer and a waterproof protective layer;
step six: construction of a rubble gravity retaining wall;
step seven: backfilling earthwork: and (3) backfilling earthwork after the construction of the rubble retaining wall is completed and stabilized, wherein the backfilling is performed by adopting a soil material with good water permeability, and the backfilling is not required to be compacted by layers according to corresponding standard requirements by adopting cohesive soil and silt, cultivated soil and expansive soil as fillers.
3. The method for constructing a combined retaining wall for an ultra-deep basement according to claim 2, wherein: in the step 1, the edge of the wall is ejected before the bar is planted, the bar planting position is approved, and a marking pen is used for marking; when the drilling is carried out, an electric drill with smaller vibration is used, if the drilling is stopped when the steel bar with the original structure meets, the steel bar with the original structure cannot be damaged, the aperture of the electric drill is two grades larger than the diameter of the steel bar to be planted, the drilling is perpendicular to the plane of the concrete member, the inclination is not more than 8 degrees, and the drilling depth is 22d; during drilling, the drilling speed is required to be noted, and the pore canal is cleaned by a blower and a brush until the inner wall is free of floating dust and water stain; the steel bars are required to be flat, the original steel bars are required to be derusted and then planted, and the derusting length is much longer than the planted bars; the glue injection adopts a glue injector, the injection body is slowly pulled out while injecting water, the injection body is required to be straight, the original steel bar is required to be derusted and then the bar is planted, and the derusting length is larger than the bar planting length; the vertical phi 25 steel bar planting depth of the adjacent concrete wall body is 455mm, and the horizontal steel bar planting depth is 350mm; the diameter of the phi 16 steel bar is 20mm, and the diameter of the phi 25 steel bar is 30mm; slowly inserting the processed steel bars into the pore canal at a rotating speed, so that the bar planting glue is uniformly adhered to the surfaces of the steel bars and the thread gaps; the inserted steel bars and the anchor bolts can not be disturbed, the steel bars are protected after being implanted and positioned, collision and displacement are prevented, the steel bars are kept for 3 days, the steel bars can be stressed after the structural adhesive is solidified with the raw materials, and various works such as welding and binding of the steel bars can be performed after the curing period of the steel bar planting adhesive is finished.
4. The method for constructing a combined retaining wall for an ultra-deep basement according to claim 2, wherein: in the step 2, reinforcing steel bars are planted on the side walls according to transverse reinforcing steel bars at the bottom plate, and longitudinal reinforcing steel bars are bound in situ to form a reinforcing steel bar structure of the shear wall retaining wall; binding wall bars point by point, binding tie bars between the two rows of steel bars, and controlling the protective layer of the steel bar outer skin by using a plastic clamping ring; the transverse ribs of the wall are anchored into the plate at the joint of the wall and the plate, and the anchoring length of the transverse ribs meets the design requirement; the horizontal ribs of the wall at the anchoring length, the corner, the cross joint and other parts of the two ends should meet the design requirement; trimming the stretched vertical steel bars after die assembly, binding a transverse bar at the lap joint for positioning, taking care of special personnel when pouring concrete, and readjusting after pouring to ensure accurate steel bar positions; the setting height of the positioning ribs is 200-250mm from the floor slab surface, and the spacing between the ladder ribs is 1500-2000mm; the positioning bars are connected with the vertical steel bars of the wall body through the 3-grade steel diameter 12-thread steel, so that the vertical steel bars of the shear wall are prevented from being deviated.
5. The method for constructing a combined retaining wall for an ultra-deep basement according to claim 2, wherein: in the step 3, the wall body adopts a 15mm multilayer film-coated plate, the wall body secondary joists adopt 40X 90 wood beams, the secondary joist spacing is 250mm, and the distance between the primary joists and the edges of the template is less than or equal to 150mm; the underground wall adopts phi 48 x 3.0mm double steel pipe main keels, and the distance between the steel pipes is 500mm; the distance between the first main keel and the bottom of the template is less than or equal to 250 mm; the joint part of the template is horizontally supported by 40X 90 wood beams; the wall formwork is reinforced by adopting opposite phi 14 water stop screws, wherein the vertical distance between the opposite water stop screws is 500mm, the horizontal distance is 500mm, and the distance between the vertical first screw and the edge of the wall is not more than 200mm; the water stop screw rod is that 50 multiplied by 5mm water stop sheets are fully welded on the two sides of the middle part of the opposite-pull water stop screw rod; when the template is erected, a 50 multiplied by 15mm wood cushion block is arranged on the screw rod and on the inner side of the template, screw heads extending out of two sides of the template are cut off when the template is removed, after the wall concrete reaches a certain strength, the wood cushion blocks embedded into two sides of the wall are removed, the rest screw heads are cut off, and then the wood cushion blocks are filled with micro-expansion waterproof cement mortar.
6. The method for constructing a combined retaining wall for an ultra-deep basement according to claim 2, wherein:
in the step 6, the rubble not lower than MU30 and the cement mortar not lower than M7.5 are adopted; the rubble used for rubble masonry is in a block shape, the thickness of the middle part of the rubble is not less than 150mm, the rubble is free from weathered peeling, no crack exists, and the rubble masonry has solid stone; before rubble is built, cleaning, soaking in water, sitting to be full, and filling joints; the rubble masonry is divided into skin and laid horizontally, and natural shapes are used for knocking between the skin stones so as to enable the skin stones to be basically overlapped with stones laid firstly; the masonry is staggered up and down, is built up and down, and cannot be laid on the middle of the outer side of the vertical Yu Dan in a core-filled masonry mode; the shovel port stone and the axe blade stone are not placed in the middle, and the opening of the bridge cannot be placed; mortar joints are preferably built by rubble with the thickness of 20-30 mm, and the phenomenon that stones cannot be contacted with each other is avoided; filling mortar into the places with large stone gaps with gravels and then embedding the gravels; the rubble is firstly Pi Danxian cushioned, the large surface faces downwards, and the larger Mao Danqi is selected at the corner, the junction and the opening of the first rubble; the deformation joints are arranged on the rubble retaining wall every 10 meters, the joint width is 20-30 mm, waterproof materials are filled in the joints, the joints and the concave parts on the surface of the rubble retaining wall back are smoothed by adopting 1:3 cement mortar, 20mm cement mortar is smeared on the wall back, and then 2mm thick hot asphalt is smeared.
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