CN105625298A - Underground continuous wall structure adopting glass fiber bar lapping and milling and construction method for underground continuous wall structure - Google Patents
Underground continuous wall structure adopting glass fiber bar lapping and milling and construction method for underground continuous wall structure Download PDFInfo
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- CN105625298A CN105625298A CN201610149085.9A CN201610149085A CN105625298A CN 105625298 A CN105625298 A CN 105625298A CN 201610149085 A CN201610149085 A CN 201610149085A CN 105625298 A CN105625298 A CN 105625298A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
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- E02D2300/0053—Including fibers made from glass
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Abstract
The invention discloses an underground continuous wall structure adopting glass fiber bar lapping and milling and a construction method for the underground continuous wall structure. The underground continuous wall structure consists of a plurality of unit slot sections, wherein each unit slot section comprises two I-stage walls and one II-stage wall, the I-stage walls are combined structures of glass fiber bars and reinforced concrete, and the II-stage wall is embedded and fixedly arranged between adjacent two I-stage walls; and adjacent two I-stage walls are milled into a slot by a double-wheel mill, and a reinforcement cage drops into the corresponding slot, and concrete is poured into the corresponding slot, so that the underground continuous wall structure is formed. According to the underground continuous wall structure disclosed by the invention, high-strength material GFRP bars with unique anisotropy are adopted to replace part of reinforcing steel bars as underground continuous wall reinforcing bars for being applied to underground continuous wall construction of the double-wheel mill, so that the method does not affect stress performances of the underground continuous wall much, and also guarantees smooth milling, between two I-stage walls, of the double-wheel mill, and therefore, the damages, due to the fact the double-wheel mill is in contact with the reinforcement cage, to milling wheels are avoided, the construction progress is greatly quickened, the equipment loss and construction risk are reduced, the construction period is shortened and the labor cost is reduced.
Description
Technical field
The present invention relates to field of engineering technology, specifically a kind of continuous underground wall structure and constructional method thereof adopting glass fiber-reinforced polymer lap joint sleeve milling, it is specially adapted to be rich under the complex geological conditions such as underground water deep big foundation pit excavation supporting engineering.
Background technology
At present, along with the continuous increase of the underground diaphragm wall degree of depth, the status of two-wheel groove milling machine in foundation construction also manifests day by day, except the construction being applied to dam, has use in each large-scale underground construction projects such as subway station, high buildings and large mansions, river-crossing tunnel. Underground diaphragm wall seam is the key position easily gone wrong in underground diaphragm wall waterproofing design and use procedure thereof, control of construction quality difficulty is bigger, wall seam seepage water is the common quality defect of underground diaphragm wall construction, two-wheel milling connector cutting can meet antiseepage well and go along with sb. to guard him requirement, the most conventional at home. The main operation of two-wheel milling connector cutting is: when carrying out I phase groove hole and excavate, exceed joint centerline 10��20cm, when II phase groove hole is excavated, the reinforcement of concrete two-wheel milling milling that I phase groove hole exceeds joint centerline 10��20cm is clean, form fresh concrete surface, then build II phase wall concrete. Owing to degree control difficulty is relatively big or leaks the reasons such as slurry, encounter concrete blocks when Steel Reinforcement Cage is transferred easily to occur to tilt or side shifting, two width I phase bodies of wall are caused to tilt, II phase groove is difficult to cover milling, and two-wheel milling is responsive to comparisons such as reinforcing bars, being damaged by two-wheel milling milling wheel very big in cover milling process, maintenance of equipment is complicated and expense costliness with maintenance. When how to ensure that two width I phase walls tilt, cover milling carries out smoothly, and accelerating construction progress, reduces equipment loss, is the key technical problem needing at present to solve.
Summary of the invention
The present invention provides a kind of continuous underground wall structure and constructional method thereof adopting glass fiber-reinforced polymer lap joint sleeve milling according to the deficiencies in the prior art, this constructional method can effectively solve the methods such as existing underground diaphragm wall seam waterproof and easily cause engineering accident problem, and when can avoid adopting two-wheel milling connector cutting, two width I phase walls tilt to cause II phase wall cover milling difficulty, the impaired problem such as seriously of two-wheel milling equipment, is applicable to be rich under the complex geological conditions such as underground water deep big foundation pit excavation supporting engineering.
Technical scheme provided by the invention: described a kind of continuous underground wall structure adopting glass fiber-reinforced polymer lap joint sleeve milling, by leading wall and some groove segment units form, it is characterized in that: each groove segment unit comprises left and right I phase wall and the II phase wall being mounted between two I phase walls, the glass fiber-reinforced polymer reinforcing bar combination concrete structure that described left and right I phase wall is formed by glass fiber-reinforced polymer reinforcing bar combination cage casting concrete, II phase wall first inserts the Steel Reinforcement Cage wall body structure that casting concrete is formed again after overlapping milling grooving by two-wheel groove milling machine between two I phase walls; Also connected by II phase wall between two adjacent slot segment units.
The technical scheme that the present invention is further: described glass fiber-reinforced polymer reinforcing bar combination cage is made up of the glass fiber-reinforced polymer cage of I phase wall Steel Reinforcement Cage of centre and both sides, and the width of the glass fiber-reinforced polymer cage of every side is 10-40cm; Described I phase wall Steel Reinforcement Cage becomes by many reinforcement welding, glass fiber-reinforced polymer cage adopts non-galvanized wire or carbon cloth colligation by many glass fiber-reinforced polymer and becomes, and glass fiber-reinforced polymer cage adopts wire line shoe to be connected with the glass fiber-reinforced polymer of I phase wall Steel Reinforcement Cage junction with reinforcing bar.
The present invention is technical scheme preferably: described II phase wall both sides of the edge overlap with I phase wall adjoining edge 10-20cm respectively.
The present invention is technical scheme preferably: the quantity of reinforcement of described glass fiber-reinforced polymer cage is equal with the quantity of reinforcement of I phase wall Steel Reinforcement Cage.
The present invention is technical scheme preferably: the horizontal bar of described glass fiber-reinforced polymer cage and I phase wall Steel Reinforcement Cage overlap joint adopts " U " shape glass fiber-reinforced polymer.
Another kind of technical scheme provided by the invention: the constructional method of described a kind of continuous underground wall structure adopting glass fiber-reinforced polymer lap joint sleeve milling, it is characterised in that concrete steps are as follows:
(1) according to existing constructional method construct underground diaphragm wall lead wall, lead the Steel Concrete that wall is cast-in-place or prefabricated and lead wall construction, be arranged on body of wall both sides, cross section is inverted "L" shaped or "] [" type; The constructional method that wall is led in the construction leading wall with existing underground diaphragm wall is identical;
(2) according to design requirements, along leading, underground diaphragm wall is divided into I phase groove section and II phase groove section by wall length direction, I phase groove section and II phase groove section are spaced, general angle position is arranged to II phase groove section, and wherein II phase groove section between two I phase groove sections and two I phase groove sections forms a groove segment unit;
(3) the glass fiber-reinforced polymer reinforcing bar combination cage of colligation I phase groove section, many reinforcement welding are first adopted to make I middle phase wall Steel Reinforcement Cage, horizontal bar and the longitudinal rib of I phase wall Steel Reinforcement Cage all adopt reinforcing bar, welding process is identical with the welding process of existing Steel Reinforcement Cage, and the Steel Reinforcement Cage after welding is identical with the reinforcement cage structure of existing underground diaphragm wall, longitudinal glass fiber-reinforced polymer and the horizontal glass fiber-reinforced polymer of U shape is adopted to make the glass fiber-reinforced polymer cage of combination cage both sides through the mode of overlap joint and colligation, Steel Wire Clamp is adopted to connect after overlap joint between longitudinal glass fiber-reinforced polymer on same straight line, by non-galvanized wire or carbon cloth colligation between the horizontal glass fiber-reinforced polymer of U shape and longitudinal glass fiber-reinforced polymer, the width of each glass fiber-reinforced polymer cage is 10-40cm, its quantity of reinforcement is identical with the quantity of reinforcement of middle I phase wall Steel Reinforcement Cage, during design, the areas such as GFRP muscle (glass fiber-reinforced polymer) can be directly adopted to replace reinforcing bar to adopt, the bearing capacity of underground diaphragm wall can not reduce, then the glass fiber-reinforced polymer cage made is placed in Steel Reinforcement Cage both sides respectively, and be connected with Steel Reinforcement Cage, concrete mode of connection is after directly being overlapped by the horizontal bar of the U shape horizontal bar of every layer, glass fiber-reinforced polymer cage and Steel Reinforcement Cage every layer, connected by Steel Wire Clamp, two glass fiber-reinforced polymer cages form, after being connected with I phase wall Steel Reinforcement Cage, the combination cage mated mutually with I phase groove section, and the fastening torsion of described wire line shoe head nut is not less than 50N m,
(4) construct I phase groove section according to design requirements, grooving machinery is adopted to carry out the excavation of I phase groove section, I phase groove section becomes groove depth to determine according to design requirements, the left and right two ends of groove body exceeded for I phase groove section edge 10-20cm respectively, after this I phase groove grooving completes, put into the previously prepared good glass fiber-reinforced polymer reinforcing bar combination cage of step (3), and casting concrete forms I phase wall;
(5) after two I adjacent phase walls of having constructed, start the II phase wall constructed between two adjacent I phase walls, washing trough machine grooving is adopted between two I adjacent phase walls, groove depth is become to determine according to design requirements, in grooving process respectively milling fall two adjacent I phase walls and between the concrete that exceeds of II phase wall adjoining edge and glass fiber-reinforced polymer, form the concrete surface of fresh zig-zag overlap joint, then after putting into the II phase wall Steel Reinforcement Cage mated with its phase in the groove body completed, casting concrete forms II phase wall again, completes the construction of a groove segment unit;
(6) repeating step (3), step (4) and step (5) complete the construction of each groove segment unit successively, until completing the construction of whole underground diaphragm wall.
The present invention is technical scheme preferably: in step (3), glass fiber-reinforced polymer cage is identical with the quantity of reinforcement of Steel Reinforcement Cage, the horizontal bar of glass fiber-reinforced polymer cage and Steel Reinforcement Cage overlap joint adopts " U " shape glass fiber-reinforced polymer (being again GFRP muscle), lateral connection between GFRP muscle and reinforcing bar generally adopts 2��3 wire line shoes to be connected, the connection of GFRP muscle and reinforcing bar meets the overlap joint requirement of existing " Code for design of concrete structures " reinforcing bar binding, and is not more than 50% by lacing wire colligation lap joint area percentage in same connection section.
The construction principle of the present invention: the diaphragm wall of the present invention is made up of some unit groove sections, each unit groove section comprises: two I phase walls, an II phase wall; Described I phase wall is glass fiber-reinforced polymer combined reinforced bar concrete structure; Described II phase wall is mounted between adjacent two I phase walls, by two-wheel milling overlap the adjacent two width I phase wall grooving of milling, casting concrete and become.
Glass fiber-reinforced polymer (Glass-Fiber-ReinforcedPolymer, fiberglass polymer, is called for short GFRP) it is be made up through the continuous pultrusion molding process of special die of the continuous alkali free glass fibre of multiply high-performance and polyvinyl resin, epoxy resin etc. As the glass fiber-reinforced polymer material of concrete structural reinforcement, its profile can make light circle, screw thread, rectangle, I-shaped etc., having good mechanical property, GFRP muscle is compared with regular reinforcement, and principal feature has: (1) density is little: GFRP muscle density is 1.8��2.1t/m3, unit weight is only about the 1/4 of reinforcing bar unit weight, is convenient to transport and operation; (2) tensile strength height: GFRP muscle ultimate tensile strength is much larger than HRB400 reinforcing bar, and almost plastic-less deformation produces; (3) thermal expansivity and concrete are close, close with concrete adhesive property and reinforcing bar, and when envrionment temperature changes, GFRP muscle and concrete energy well collaborative work, can not produce big temperature, pressure; (4) having good acidproof, salt tolerant corrosive nature and good frost resistance, strength and stiffness is stablized; (5) Young's modulus and slip resistance are low, are about the 2/3 to 1/4 of reinforcing bar, can cutting property good, be easy to be cut by two-wheel milling or other excavation machineries or grind.
The present invention adopts GFRP muscle to replace part reinforcing bar to be applied in the construction of two-wheel milling underground diaphragm wall as underground diaphragm wall arrangement of reinforcement; both the stress performance of underground diaphragm wall can not too greatly have been affected; can ensure that again two-wheel milling overlaps milling smoothly between two I phase walls; thus avoid that I phase wall concrete cover is excessively thick, two-wheel milling touches reinforcing bar and is difficult to cover milling, the problems such as damage equipment. Ensure that the smooth cover milling of two-wheel milling between two width I phase walls, accelerating construction progress greatly, avoid the infringement that milling wheel is caused by two-wheel milling touching Steel Reinforcement Cage, reduce equipment loss and construction risk, save duration and cost of labor.
Accompanying drawing explanation
Fig. 1 is the structural representation of one of them underground continuous wall groove segment unit in the present invention;
Fig. 2 is the continuous underground wall structure schematic diagram of the embodiment of the present invention one;
Fig. 3 is the transverse cross-sectional view of the glass fiber-reinforced polymer reinforcing bar combination cage of I phase wall;
Fig. 4 is the structural representation of I phase wall glass fiber-reinforced polymer reinforcing bar combination cage;
Fig. 5 is the structural representation of " U " type glass fibre horizontal bar in the present invention;
Fig. 6 is glass fiber-reinforced polymer and bar connecting schematic diagram in the present invention;
Fig. 7 is A-A sectional view in Fig. 6;
Fig. 8 is underground diaphragm wall construction schematic diagram in the embodiment of the present invention two.
In figure: 1, 2 is left, right I phase wall, 3 II phase walls, 4 concrete, 5 glass fiber-reinforced polymer reinforcing bar combination cages, 5-1 I phase wall Steel Reinforcement Cage, 5-2 glass fiber-reinforced polymer cage, the horizontal glass fiber-reinforced polymer of 5-3 U shape, the longitudinal glass fiber-reinforced polymer of 5-4, 6 Steel Wire Clamps, 7 lead wall, milling section between 8 I phase groove sections and II phase groove section, 9 II phase wall Steel Reinforcement Cages, 9-1 transverse reinforcement, the longitudinal reinforcing bar of 9-2, 10 miscellaneous fills, 11 clays, 12 silt clay, 13 silty clay folder powder soil, 14 Extra-fine sand folder silty claies, coarse sand in 15 Extra-fine sand folders, 16 sandy silts, 17 silty claies, 18 sandy silt folder flour sands, 19 Extra-fine sand, 20 waist beams, 21 Guan Liang, 22 reinforced concrete inner supports.
Embodiment
The specific embodiment of the present invention is described further to embodiment below in conjunction with accompanying drawing. a kind of continuous underground wall structure adopting glass fiber-reinforced polymer lap joint sleeve milling as described in Fig. 1 and I Fig. 2, by leading wall 7 and some groove segment units form, lead the both sides that wall 7 is arranged on some groove segment units, it is generally skeleton construction, it is characterized in that: each groove segment unit comprises a left side, right I phase wall 1, 2 and the II phase wall 3 that is mounted between two I phase walls, a described left side, right I phase wall 1, the glass fiber-reinforced polymer reinforcing bar combination concrete structure that 2 are formed by glass fiber-reinforced polymer reinforcing bar combination cage 5 casting concrete 4, II phase wall 3 first inserts the Steel Reinforcement Cage wall body structure that casting concrete is formed again after overlapping milling grooving by two-wheel groove milling machine between two I phase walls, also connected by II phase wall 3 between two adjacent slot segment units, each II phase wall 3 both sides and adjacent I phase wall fillet coincidence 10-20cm.
Glass fiber-reinforced polymer reinforcing bar combination cage 5 as described in fig. 3 and fig. 4 is made up of the glass fiber-reinforced polymer cage 5-2 of I phase wall Steel Reinforcement Cage 5-1 of centre and both sides, and the width of the glass fiber-reinforced polymer cage 5-2 of every side is 10-40cm, described I phase wall Steel Reinforcement Cage 5-1 becomes by many reinforcement welding, glass fiber-reinforced polymer cage 5-2 adopts non-galvanized wire or carbon cloth colligation by many glass fiber-reinforced polymer and becomes, as shown in Figure 5, the horizontal bar of described glass fiber-reinforced polymer cage 5-2 and I phase wall Steel Reinforcement Cage 5-1 overlap joint adopts " U " shape glass fiber-reinforced polymer, as shown in Figure 6 and Figure 7, glass fiber-reinforced polymer cage 5-2 adopts wire line shoe 6 to be connected with the glass fiber-reinforced polymer of I phase wall Steel Reinforcement Cage 5-1 junction with reinforcing bar, the quantity of reinforcement of described glass fiber-reinforced polymer cage 5-2 is equal with the quantity of reinforcement of I phase wall Steel Reinforcement Cage 5-1, the bearing capacity of underground diaphragm wall can not be reduced.
Embodiment one: the constructional method of a kind of continuous underground wall structure adopting glass fiber-reinforced polymer lap joint sleeve milling, the soil layer of this workyard is followed successively by coarse sand in miscellaneous fill, clay, silt clay, silty clay folder powder soil, Extra-fine sand folder silty clay, Extra-fine sand folder from top to bottom, this engineering adopts underground diaphragm wall as foundation pit enclosure structure, the excavation of foundation pit degree of depth: 19.7-20.9m; The main wall thickness of underground diaphragm wall is 1.2m, and building-in depth is 22-24m below Ji Keng bottom surface, its constructed after underground diaphragm wall part-structure as shown in Figure 2, embed bottom body of wall Extra-fine sand press from both sides in coarse sand, the concrete steps of this constructional method are as follows:
(1) according to existing constructional method construct underground diaphragm wall lead wall, lead the Steel Concrete that wall is cast-in-place or prefabricated and lead wall, be arranged on body of wall both sides, cross section is inverted "L" shaped;
Lead the Specific construction step of wall: be followed successively by smooth location, surveying setting-out, grooving and process spoir, assembling reinforcement, formwork supporting plate, casting concrete, form removal and stull is set and leads backfill soil outside wall; Smooth location only needs to guarantee that place meets construction requirement; Surveying setting-out carries out measurement and positioning according to construction drawing, then uses lime powder unwrapping wire; Grooving can directly adopt artificial grooving, grooving degree of depth 1.5-1.8m, wide 1.2-1.5m, after digging, the sidewall of groove body is evened out process, just in outer face, both sides and the assembling reinforcement of position, two side of groove body after digging, adopting the cold rolled reinforcing bar of 8-10mm diameter, the spacing of vertical muscle is 20-30cm, the spacing of horizontal bar is 15-20cm, indulges and adopts Steel Wire Lashing between muscle and horizontal bar; Formwork supporting plate is the Sheet Steel Form supporting adopting 4-6mm thick in groove body two side, and supports with steel pipe between the steel plate of both sides; Concrete adopts C20, evenly builds, in casting process, it is carried out tamping, needs, after concrete placement well, the maintenance carrying out 5-7 days; When form removal, it is necessary to the concrete wall of groove body both sides is arranged a wood stull every 10-15m, it is also possible to carry out building by laying bricks or stones at groove body inwall employing solid brick and both sides body of wall is reinforced;
(2) according to design requirements, along leading, underground diaphragm wall is divided into I phase groove section and II phase groove section by wall length direction, I phase groove section and II phase groove section are spaced, the position of corner is set to II phase groove section, wherein II phase groove section between two I phase groove sections and two I phase groove sections forms a groove segment unit, two adjacent groove segment unit totally one I phase groove sections;
(3) the glass fiber-reinforced polymer reinforcing bar combination cage of colligation I phase groove section, many reinforcing bars are first adopted to make I middle phase wall Steel Reinforcement Cage 5-1 by existing special reinforcing steel cage platform for making, its making method is identical with the production method of existing Steel Reinforcement Cage, then longitudinal glass fiber-reinforced polymer 5-4 and the horizontal glass fiber-reinforced polymer 5-3 of U shape is adopted to make the glass fiber-reinforced polymer cage of combination cage both sides through the mode of overlap joint and colligation, Steel Wire Clamp 7 is adopted to connect after overlap joint between longitudinal glass fiber-reinforced polymer on same straight line, by non-galvanized wire or carbon cloth colligation between the horizontal glass fiber-reinforced polymer 5-3 of U shape and longitudinal glass fiber-reinforced polymer 5-4, the width of each glass fiber-reinforced polymer cage is 10-40cm, its quantity of reinforcement is identical with the quantity of reinforcement of middle Steel Reinforcement Cage, then by two glass fiber-reinforced polymer cage 5-2 respectively with I phase wall Steel Reinforcement Cage 5-1 both sides by the combination cage that Steel Wire Clamp 7 is connected to form with I phase groove section is mated mutually, concrete connection adopts 2-3 Steel Wire Clamp 7 to be connected (as shown in Figure 6 and Figure 7) with the transverse reinforcement 9-1 of I phase wall Steel Reinforcement Cage horizontal for the U shape of glass fiber-reinforced polymer cage glass fiber-reinforced polymer 5-3, and the fastening torsion of described Steel Wire Clamp 7 nut is not less than 50N m, the connection of glass fiber-reinforced polymer and reinforcing bar meets the overlap joint requirement of existing " Code for design of concrete structures " reinforcing bar binding, and is not more than 50% by lacing wire colligation lap joint area percentage in same connection section, it is ensured that the stability of whole combination cage,
(4) construct I phase groove section according to design requirements, grooving machinery is adopted to carry out the excavation of I phase groove section, I phase groove section become groove depth be placed in base hole the end below 22-24m enter Extra-fine sand folder medium-sand seam, the left and right two ends of groove body exceeded for I phase groove section edge 10-20cm respectively, after this I phase groove grooving completes, put into the previously prepared good glass fiber-reinforced polymer reinforcing bar combination cage 5 of step (3), and casting concrete 4 forms I phase wall, I phase wall embeds in Extra-fine sand folder medium-sand seam, and its embedding solid requirement can reach the embedding solid stability criterion requirement of base hole diaphragm wall;
(5) after two I adjacent phase walls of having constructed, start the II phase wall constructed between two adjacent I phase walls, washing trough machine grooving is adopted between two I adjacent phase walls, in grooving process respectively milling fall two adjacent I phase walls and between the concrete that exceeds of II phase wall adjoining edge and glass fiber-reinforced polymer, form the concrete surface of fresh zig-zag overlap joint, then after putting into, in the groove body completed, the Steel Reinforcement Cage mated with its phase, casting concrete forms II phase wall again, complete the construction of a groove segment unit, II phase wall Steel Reinforcement Cage 9 is also adopt many reinforcing bars to be made by existing special reinforcing steel cage platform for making, making method is identical with existing fabrication of reinforcing cage method, II phase groove section becomes groove depth to enter the base end, hole below 22-24m rice, and II phase wall also embeds in Extra-fine sand folder medium-sand seam, and its embedding solid requirement can reach the embedding solid stability criterion requirement of base hole diaphragm wall,
(6) repeating step (3), step (4) and step (5) complete the construction of each groove segment unit successively, until completing the construction of whole underground diaphragm wall.
Embodiment two: specifically construct for certain Ji Keng, this excavation of foundation pit degree of depth 17.51m, foundation pit side-wall is followed successively by miscellaneous fill from top to bottom, sandy silt, silt clay, silty clay, sandy silt folder flour sand and Extra-fine sand, underground water is mainly perched water and piestic water. This engineering adopts underground diaphragm wall as foundation pit enclosure structure, the main wall thickness of underground diaphragm wall is 1.0m, building-in depth is the base end, hole below 16.7m, after underground diaphragm wall has been constructed, wall of leading near inner side, base hole is removed, and erects to arranging the three horizontal Steel Concrete support systems (as shown in Figure 8) in road in base is cheated. This underground diaphragm wall adopts the continuous underground wall structure of glass fiber-reinforced polymer lap joint sleeve milling, and its concrete construction procedure is as follows:
(1) according to existing constructional method construct underground diaphragm wall lead wall, leading wall is that prefabricated reinforced concrete leads wall, is arranged on body of wall both sides, and cross section is inverted "L" shaped; Specific construction step is a kind of with embodiment, and to lead the construction procedure of wall identical;
(2) according to design requirements, along leading, underground diaphragm wall is divided into I phase groove section and II phase groove section by wall length direction, I phase groove section and II phase groove section are spaced, the position of corner is set to II phase groove section, wherein II phase groove section between two I phase groove sections and two I phase groove sections forms a groove segment unit, two adjacent groove segment unit totally one I phase groove sections;
(3) the glass fiber-reinforced polymer reinforcing bar combination cage of colligation I phase groove section, many reinforcing bars are first adopted to make I middle phase wall Steel Reinforcement Cage 5-1 by existing special reinforcing steel cage platform for making, its making method is identical with the production method of existing Steel Reinforcement Cage, then longitudinal glass fiber-reinforced polymer 5-4 and the horizontal glass fiber-reinforced polymer 5-3 of U shape is adopted to make the glass fiber-reinforced polymer cage of combination cage both sides through the mode of overlap joint and colligation, Steel Wire Clamp 7 is adopted to connect after overlap joint between longitudinal glass fiber-reinforced polymer on same straight line, by non-galvanized wire or carbon cloth colligation between the horizontal glass fiber-reinforced polymer 5-3 of U shape and longitudinal glass fiber-reinforced polymer 5-4, the width of each glass fiber-reinforced polymer cage is 30cm, its quantity of reinforcement is identical with the quantity of reinforcement of middle Steel Reinforcement Cage, then by two glass fiber-reinforced polymer cage 5-2 respectively with I phase wall Steel Reinforcement Cage 5-1 both sides by the combination cage that Steel Wire Clamp 7 is connected to form with I phase groove section is mated mutually, concrete connection adopts 2-3 Steel Wire Clamp 7 to be connected (as shown in Figure 6 and Figure 7) with the transverse reinforcement 9-1 of I phase wall Steel Reinforcement Cage horizontal for the U shape of glass fiber-reinforced polymer cage glass fiber-reinforced polymer 5-3, and the fastening torsion of described Steel Wire Clamp 7 nut is not less than 50N m, the connection of glass fiber-reinforced polymer and reinforcing bar meets the overlap joint requirement of existing " Code for design of concrete structures " reinforcing bar binding, and is not more than 50% by lacing wire colligation lap joint area percentage in same connection section, it is ensured that the stability of whole combination cage,
(4) construct I phase groove section according to design requirements, grooving machinery is adopted to carry out the excavation of I phase groove section, I phase groove section becomes groove depth to be placed in 17.6 meters, the base end, hole below, the left and right two ends of groove body exceeded for I phase groove section edge 10-20cm respectively, after this I phase groove grooving completes, put into the previously prepared good glass fiber-reinforced polymer reinforcing bar combination cage 5 of step (3), and casting concrete 4 forms I phase wall, stretching in fine sand layer bottom the I phase wall built, its embedding solid requirement can reach the embedding solid stability criterion requirement of base hole diaphragm wall;
(5) after two I adjacent phase walls of having constructed, start the II phase wall constructed between two adjacent I phase walls, washing trough machine grooving is adopted between two I adjacent phase walls, in grooving process respectively milling fall two adjacent I phase walls and between the concrete that exceeds of II phase wall adjoining edge and glass fiber-reinforced polymer, form the concrete surface of fresh zig-zag overlap joint, then after putting into, in the groove body completed, the Steel Reinforcement Cage mated with its phase, casting concrete forms II phase wall again, completes the construction of a groove segment unit; Wherein II phase wall Steel Reinforcement Cage 9 is also adopt many reinforcing bars to be made by existing special reinforcing steel cage platform for making, and making method is identical with existing fabrication of reinforcing cage method; II phase groove section becomes groove depth identical with I phase groove section, is placed in 17.6 meters, the base end, hole below, stretches in fine sand layer bottom the II phase wall built, and its embedding solid requirement can reach the embedding solid stability criterion requirement of base hole diaphragm wall;
(6) repeating step (3), step (4) and step (5) complete the construction of each groove segment unit successively, until completing the construction of whole underground diaphragm wall.
Embodiment is regardless of and is limited to above-mentioned one, each embodiment specifically stability requirement according to soil layer and for diaphragm wall determine concrete operating technique and each junction parameter.
Carry out the construction of underground diaphragm wall according to the method for the present invention, accelerate speed of application, reduce and reduce equipment loss and construction risk, save duration and cost of labor, the base constructed hole underground diaphragm wall good stability.
Claims (7)
1. one kind adopts the continuous underground wall structure of glass fiber-reinforced polymer lap joint sleeve milling, by leading wall (7) and some groove segment units form, it is characterized in that: each groove segment unit comprises a left side, right I phase wall (1, 2) and the II phase wall (3) being mounted between two I phase walls, a described left side, right I phase wall (1, 2) it is the glass fiber-reinforced polymer reinforcing bar combination concrete structure formed by glass fiber-reinforced polymer reinforcing bar combination cage (5) casting concrete (4), II phase wall (3) first inserts the Steel Reinforcement Cage wall body structure that casting concrete is formed again after overlapping milling grooving by two-wheel groove milling machine between two I phase walls, also connected by II phase wall (3) between two adjacent slot segment units.
2. a kind of continuous underground wall structure adopting glass fiber-reinforced polymer lap joint sleeve milling according to claim 1, it is characterized in that: described glass fiber-reinforced polymer reinforcing bar combination cage (5) is made up of the glass fiber-reinforced polymer cage (5-2) of I phase wall Steel Reinforcement Cage (5-1) of centre and both sides, and the width of every side glass fiber-reinforced polymer cage (5-2) is 10-40cm; Described I phase wall Steel Reinforcement Cage (5-1) becomes by many reinforcement welding, glass fiber-reinforced polymer cage (5-2) adopts non-galvanized wire or carbon cloth colligation by many glass fiber-reinforced polymer and becomes, and glass fiber-reinforced polymer cage (5-2) adopts wire line shoe (6) to be connected with the glass fiber-reinforced polymer of I phase wall Steel Reinforcement Cage (5-1) junction with reinforcing bar.
3. a kind of continuous underground wall structure adopting glass fiber-reinforced polymer lap joint sleeve milling according to claim 1, it is characterised in that: described II phase wall (3) both sides of the edge overlap with I phase wall adjoining edge 10-20cm respectively.
4. a kind of continuous underground wall structure adopting glass fiber-reinforced polymer lap joint sleeve milling according to claim 2, it is characterised in that: the quantity of reinforcement of described glass fiber-reinforced polymer cage (5-2) is equal with the quantity of reinforcement of I phase wall Steel Reinforcement Cage (5-1).
5. a kind of continuous underground wall structure adopting glass fiber-reinforced polymer lap joint sleeve milling according to claim 2, it is characterised in that: the horizontal bar that described glass fiber-reinforced polymer cage (5-2) and I phase wall Steel Reinforcement Cage (5-1) overlap adopts " U " shape glass fiber-reinforced polymer.
6. the constructional method of the continuous underground wall structure of the employing glass fiber-reinforced polymer lap joint sleeve milling described in a claim 1, it is characterised in that concrete steps are as follows:
(1) leading wall according to what existing constructional method constructed underground diaphragm wall, leading wall is cast-in-place or prefabricated skeleton construction, is arranged on body of wall both sides, and cross section is inverted "L" shaped or "] [" type;
(2) according to design requirements, along leading, underground diaphragm wall is divided into I phase groove section and II phase groove section by wall length direction, I phase groove section and II phase groove section are spaced, and wherein II phase groove section between two I phase groove sections and two I phase groove sections forms a groove segment unit;
(3) the glass fiber-reinforced polymer reinforcing bar combination cage of colligation I phase groove section, many reinforcement welding are first adopted to form I middle phase wall Steel Reinforcement Cage, its welding process is identical with the welding process of existing Steel Reinforcement Cage, then longitudinal glass fiber-reinforced polymer and the horizontal glass fiber-reinforced polymer of U shape is adopted to make the glass fiber-reinforced polymer cage of combination cage both sides through the mode of overlap joint and colligation, Steel Wire Clamp is adopted to connect after overlap joint between longitudinal glass fiber-reinforced polymer on same straight line, by non-galvanized wire or carbon cloth colligation between the horizontal glass fiber-reinforced polymer of U shape and longitudinal glass fiber-reinforced polymer, the width of each glass fiber-reinforced polymer cage is 10-40cm, its quantity of reinforcement is identical with the quantity of reinforcement of middle I phase wall Steel Reinforcement Cage, then by two glass fiber-reinforced polymer cages respectively with I phase wall Steel Reinforcement Cage both sides by the combination cage that Steel Wire Clamp is connected to form with I phase groove section is mated mutually, the fastening torsion of described wire line shoe head nut is not less than 50N m,
(4) construct I phase groove section according to design requirements, grooving machinery is adopted to carry out the excavation of I phase groove section, the left and right two ends of groove body exceeded for I phase groove section edge 10-20cm respectively, after this I phase groove grooving completes, put into the previously prepared good glass fiber-reinforced polymer reinforcing bar combination cage of step (3), and casting concrete forms I phase wall;
(5) after two I adjacent phase walls of having constructed, start the II phase wall constructed between two adjacent I phase walls, washing trough machine grooving is adopted between two I adjacent phase walls, in grooving process respectively milling fall two adjacent I phase walls and between the concrete that exceeds of II phase wall adjoining edge and glass fiber-reinforced polymer, form the concrete surface of fresh zig-zag overlap joint, then after putting into the II phase wall Steel Reinforcement Cage mated with its phase in the groove body completed, casting concrete forms II phase wall again, completes the construction of a groove segment unit;
(6) repeating step (3), step (4) and step (5) complete the construction of each groove segment unit successively, until completing the construction of whole underground diaphragm wall.
7. according to the constructional method of a kind of continuous underground wall structure adopting glass fiber-reinforced polymer lap joint sleeve milling described in claim 6, it is characterized in that: described in step (3) between two glass fiber-reinforced polymer or every overlap joint between root glass fiber-reinforced polymer and reinforcing bar adopt 2-3 Steel Wire Clamp to be fixedly connected with, the same total area percentage being connected in section colligation and lap joint that is connected to of described glass fiber-reinforced polymer and reinforcing bar is not more than 50%.
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| CN106869137A (en) * | 2017-02-27 | 2017-06-20 | 淮北宇鑫新型材料有限公司 | One kind mixing steel reinforcement cage and foundation pit supporting pile |
| CN108149674A (en) * | 2018-02-06 | 2018-06-12 | 中铁十九局集团第七工程有限公司 | The construction method of continuous wall form and diaphragm wall |
| CN109356146A (en) * | 2018-10-11 | 2019-02-19 | 浙江省建筑设计研究院 | Single limb rectangle reinforcing bar diaphram wall and construction method |
| CN110258523A (en) * | 2019-05-28 | 2019-09-20 | 广州穗岩土木科技股份有限公司 | Using the continuous underground wall structure and its construction method of the milling of glass fiber-reinforced polymer lap joint sleeve |
| CN113216151A (en) * | 2021-04-27 | 2021-08-06 | 中国二十冶集团有限公司 | Construction method of underground continuous wall |
| CN114753315A (en) * | 2022-04-19 | 2022-07-15 | 中国葛洲坝集团第二工程有限公司 | Construction method for replacing reinforcing steel bars with glass fiber reinforcements for dam panels |
| CN115324117A (en) * | 2022-08-16 | 2022-11-11 | 中铁二十局集团南方工程有限公司 | Construction method for stopping water of diaphragm wall joint |
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| CN106869137A (en) * | 2017-02-27 | 2017-06-20 | 淮北宇鑫新型材料有限公司 | One kind mixing steel reinforcement cage and foundation pit supporting pile |
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| CN108149674B (en) * | 2018-02-06 | 2023-06-16 | 中铁十九局集团广州工程有限公司 | Diaphragm wall template and diaphragm wall construction method |
| CN109356146A (en) * | 2018-10-11 | 2019-02-19 | 浙江省建筑设计研究院 | Single limb rectangle reinforcing bar diaphram wall and construction method |
| CN110258523A (en) * | 2019-05-28 | 2019-09-20 | 广州穗岩土木科技股份有限公司 | Using the continuous underground wall structure and its construction method of the milling of glass fiber-reinforced polymer lap joint sleeve |
| CN113216151A (en) * | 2021-04-27 | 2021-08-06 | 中国二十冶集团有限公司 | Construction method of underground continuous wall |
| CN114753315A (en) * | 2022-04-19 | 2022-07-15 | 中国葛洲坝集团第二工程有限公司 | Construction method for replacing reinforcing steel bars with glass fiber reinforcements for dam panels |
| CN114753315B (en) * | 2022-04-19 | 2024-04-26 | 中国葛洲坝集团第二工程有限公司 | Construction method for replacing reinforcing steel bars with glass fiber reinforced plastic bars for dam panels |
| CN115324117A (en) * | 2022-08-16 | 2022-11-11 | 中铁二十局集团南方工程有限公司 | Construction method for stopping water of diaphragm wall joint |
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