CN101319498B - Lattice type prefabricated prestressed underground continuous wall and its construction method - Google Patents

Lattice type prefabricated prestressed underground continuous wall and its construction method Download PDF

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Publication number
CN101319498B
CN101319498B CN2008100406823A CN200810040682A CN101319498B CN 101319498 B CN101319498 B CN 101319498B CN 2008100406823 A CN2008100406823 A CN 2008100406823A CN 200810040682 A CN200810040682 A CN 200810040682A CN 101319498 B CN101319498 B CN 101319498B
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precast
width
hole
joint
concrete
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CN2008100406823A
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Chinese (zh)
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CN101319498A (en
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万勇
王卫东
廖少明
刘忠池
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万勇
王卫东
廖少明
刘忠池
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Abstract

The invention discloses a latticed type precast prestressed underground diaphragm wall, comprising a precast wall body, wherein two rows of prestressing steel strands vertically pass through the inside of the precast wall body; the prestressing steel strands apply prestress after the concrete strength of a concrete wall body reaches over 80 percent, and the upper and lower end faces of the precast wall body are locked by prestressing anchorage device; two rows of the prestressing steel strands are connected at intervals through transverse structure reinforcing steel bars along the height direction; joint parts on two sides of the precast wall body are of a concave semicircular shape; a protective layer is concreted on the periphery of each prestressing steel strand; and a hollow through hole throughout the height direction of the wall body is arranged inside the precast wall body. The diaphragm wall is concreted and precast on the ground, which can well guarantee the shape, size and density of the wall body, ensures that the quality of the wall body cannot be affected by strata or slurry wall, and can thoroughly eradicate joint mud inclusion, wall body sand inclusion, reinforcingsteel bar exposure, loosening, wall surface protuberance, water leakage, sand shifting and other quality qualitative common faults.

Description

Lattice type prefabricated prestressed underground continuous wall and job practices thereof
Technical field
The present invention relates to a kind of prefabricated prestressed underground continuous wall, relate in particular to a kind of lattice type prefabricated prestressed underground continuous wall and this construction of continuous concrete wall method.
Background technology
Present existing diaphragm wall mainly contains following several:
1, cast-in-place diaphragm wall in the groove: this is a kind of diaphragm wall form of generally using at present.Its way is to make guide groove earlier and roll reinforcing cage, then with grabbing the scouring machine grooving.Lay reinforcing cage after the grooving, transfer conduit and carry out underwater concrete pouring, and use the lock return pipe to carry out wall section framing, there is following defective in this kind technology: (1) grooving quality is subjected to formation influence remarkable, owing to will lay reinforcing cage in the groove, slurry coat method is unsuitable feeding-up in order to avoid pollute reinforcing cage; In the bad ground kind, the wall that often occurs during grooving contracting, cave in even can't grooving, become the wall back wall muscle often to occur revealing, wall width of cloth thickness is not enough or common quality defects such as " bulge ".(2) the bottom land sediment is blocked up, and folder mud when perfusion occurring becomes when excavation pit occurring behind the wall body of wall dangerous situations such as the quicksand distortion is big of leaking.(3) junction block concrete often occurs during concrete pouring under water and streams phenomenon, causes connector clamp mud, engages badly between the wall width of cloth, and continuity is relatively poor, often occurs during excavation pit leaking, dangerous situation such as quicksand.(4) cast-in-place diaphragm wall is controlled deformation owing to do not apply prestressing force, increases quantity of reinforcement usually, causes steel waste and price high.
2, cast-in-place post-stressed diaphragm wall in the groove: its way is similar to common diaphragm wall, only sets up prestress wire between the vertical main muscle of reinforcing cage.When body of wall under water concrete strength reach design strength 80% when above, the stretch-draw steel strand apply prestressing force and locking.Though have than common diaphragm wall with the method and to save the part amount of reinforcement, suitably reduce the advantage of deformation of wall, still be cast-in-place concrete under water in the groove, still can't overcome folder mud, leak muscle, " bulge ", leak, defective such as quicksand.
3, reinforced concrete prefabricated diaphragm wall: than common diaphragm wall, adopt and reserve body of wall on the ground, be lowered to the method in the groove after the grooving.Do not apply prestressing force, do not carry out slurry curing in the groove, do not adopt the Cast-in-place concrete joint.Can well avoid the mass defect of body of wall, not high to the grooving quality requirement, but still there are many deficiencies, be difficult in actual engineering, use.
4, the prefabricated diaphragm wall of board-like prestressing force: present existing board-like prefabricated prestressed underground continuous wall, as Chinese invention patent, the patent No. is: 01126590.6, denomination of invention promptly is the prefabricated diaphragm wall of a kind of board-like prestressing force for " applying prestressed diaphragm wall ", because the design feature of himself, mainly have following defective: 1. body of wall can not bear vertical load, because body of wall is to be placed down in the good groove of pre-XianCheng, be full of mud in the groove, cause the frictional force of wall and cell wall minimum, and bottom land is full of mud and sediment, end load at the bottom of the wall is also very little, thereby the body of wall of this worker's method only can use as foundation pit supporting construction, is difficult to the permanent structure body as " unification of two walls "; 2. the position of body of wall in groove is difficult to fix, because body of wall need transfer in the good groove of pre-XianCheng, so during precast wall body, thickness of wall body must be slightly less than into well width, then there is certain interval in the door of body of wall and cell wall, may occur the body of wall displacement during excavation of foundation pit and cause hole outer ground depression etc.; 3. joint insufficient rigidity, globality is poor, and sealing effectiveness is bad, leakiness current sand; 4. construction is single, and only grooving is transferred in advance, and efficient is lower.
Summary of the invention
The problem to be solved in the present invention has provided a kind of shape, size and compactness that can well guarantee body of wall, and can thoroughly eradicate problems such as connector clamp mud, body of wall burning into sand, and lattice type prefabricated prestressed underground continuous wall and job practices thereof that body of wall is located in groove easily are to overcome the above-mentioned defective that prior art exists.
The technical scheme of technical solution problem of the present invention is as follows:
A kind of lattice type prefabricated prestressed underground continuous wall; comprise precast wall body; it is characterized in that; vertically be equipped with two row's prestress wires in the described precast wall body; described prestress wire reaches after-applied prestressing force more than 80% at the precast wall body concrete strength; and lock by prestressed anchor in the upper and lower end face of precast wall body; link to each other by the transversary reinforcing bar at interval along short transverse between two row's partial prestressing steel strand; it is recessed semi-circular that the joint, both sides of described precast wall body is; layer protective layer is built in the periphery of described prestress wire, is provided with the hollow via-hole that runs through the body of wall short transverse in the described precast wall body.
The present invention discloses the job practices of above-mentioned lattice type prefabricated prestressed underground continuous wall, specifically comprise the steps
(a), wall is led in construction: at predetermined diaphragm wall position excavation groove, rid is built the diaphragm wall of Reinforced Concrete Structure and is led wall;
(b), become geosyncline: adopt grab bucket or groover or rotary-type slotter grooving, and in groove, mix the clay hardening agent in the mud;
(c), hang the prefabricated diaphragm wall of single width: the prefabricated diaphragm wall body of wall of single width is sling, transfer in the geosyncline that mixes the clay hardening agent, when body of wall is put into groove, be full of the mud of argillaceous curing compound in the through hole in the middle of the body of wall, can be behind the slurry curing as the permanent filler in the through hole;
(d), hang next width of cloth body of wall: make the nipple orifice of the semi-circular joint of itself and last width of cloth body of wall one side, be full of the mud that is mixed with the clay hardening agent in the nipple orifice to a synthetic circle;
(e), construction Cast-in-place concrete joint: after the slurry curing in the circular joint hole between two width of cloth bodies of wall, use rig that the solidified slip in the nipple orifice is bored and remove outwash, downward rotary drilling brush hole, drill bit limit, the clear water flushing is injected by drilling rod in the limit, when being drilled into the nipple orifice bottom, the joint hole wall scrubs clean, pull out of hole then, be lowered to concrete perfusion conduit, the impervious slightly expanded concrete of underwater grouting is as wall width of cloth joint, or put into reinforcing cage pouring underwater concrete again at Kong Zhongxian, to increase the joint shear strength.
The present invention can also adopt the construction of churning method except adopting above-mentioned one-tenth channel process construction.
By above disclosed technical scheme as can be known; the present invention is provided with the wall body structure of semicircle groove type joint by adopting two ends; in work progress; adopt the mode of cast-in-place joint to interconnect between two walls; good integrity and sealing replace screw-thread steel with steel strand simultaneously, can reduce cost, improve intensity; by topping is set outside steel strand, can effectively keep prestressed persistence and steel strand anticorrosion in addition.
Beneficial effect of the present invention is as follows:
1, adopts ground prefabricated, can ensure the quality of products, common quality defects such as connector clamp mud, the body of wall of stopping common diaphragm wall existence completely is loose, dew muscle bulging, the quicksand that leaks;
2, adopt cancelled structure, post stretching applies prestressing force, as lengthways main steel bar, replaces screw-thread steel with steel strand, can save lot of materials, reduces cost, and improves the strength and stiffness of body of wall, reduces distortion;
3, adopt slurry curing technology in the groove, make the body of wall accurate positioning, good stability, and combine closely with surrounding soil, have bigger sidewall friction power and wall bottom load, can bear bigger vertical load, be specially adapted to " unification of two walls " structure, can save substantial contribution and great reduction of erection time;
4, adopt cast-in-place impervious slightly expanded concrete jointing method in the joint circular hole, can improve the strength and stiffness of continuous wall connector greatly.Strengthen the globality of continuous wall construction, and the good sealing effect of joint, durability is strong;
5, this worker method is applicable to multiple construction form, particularly can adopt not trenching construction, promptly from the circular hole of lattice hollow, lay the high-pressure rotary-spray pipe, with high pressure swirling flow cutting wall subsoil body, deadweight sinks to desired depth by body of wall, and carry out slurry curing by churning pipe inspection clay hardening agent slurries, but several wall sections sinking constructions simultaneously improve efficiency of construction greatly.
Description of drawings
Fig. 1 is a post stretching prefabricated prestressed underground continuous wall cross-sectional configuration schematic diagram of the present invention;
Fig. 2 is that the present invention is applied to the cross-sectional configuration schematic diagram in the soil body;
Fig. 3 is the vertical sectional structure schematic diagram among Fig. 2.
The specific embodiment
Further specify the present invention below in conjunction with accompanying drawing.
As shown in Figure 1; lattice type prefabricated prestressed underground continuous wall of the present invention; comprise precast wall body 1; vertically be equipped with two row's prestress wires 2 in the described precast wall body 1; described prestress wire 2 reaches after-applied prestressing force more than 80% at precast wall body 1 concrete strength; and in the upper and lower end face of precast wall body 1 by prestressed anchor 3 lockings; link to each other by transversary reinforcing bar 7 at interval along short transverse between two row's partial prestressing steel strand 2; it is recessed semi-circular that two side connectors, 11 places of described precast wall body 1 are; layer protective layer 4 is built in the periphery of described prestress wire 2, is provided with the hollow via-hole 5 that runs through the body of wall short transverse in the described precast wall body.Described topping 4 and prestress wire 2 can be arranged in the preformed hole that also can be arranged in the thin-wall steel tube 6 after thin-wall steel tube is extracted.Described topping 4 is cement paste cured layer or epoxy resin cure layer.In ground tackle locking back in thin-wall steel tube 6 or in the preformed hole of thin-wall steel tube after extracting, infusion epoxy resin slurries or cement paste are to form topping 4.The centre of body of wall is established solid section, and the embedded bar connector is specially adapted to underground construction two walls unification structure.
Lattice type prefabricated prestressed underground continuous wall of the present invention can adopt following method prefabricated:
At first roll reinforcing cage, replace lengthways main steel bar with prestress wire 2 by the arrangement of reinforcement of designing requirement.Wear post tensioning behind the prestress wire, reserve the circular hole or the thin-wall steel tube 6 of steel strand during precast wall body 1.Size by design is set up template, and left and right sides joint 11 places of single width body of wall are inside recessed semicircles, and reserves hollow via-hole 5 in the middle of the body of wall, and described hollow via-hole 5 can be that circular port also can be a square hole.Template erection is well later on by the label disturbing concrete that designs.
Next applies prestressing force: when the concrete strength of single width body of wall reaches 80% when above of design strength, penetrate steel strand 2 in the hole that body of wall is reserved, and carry out stretch-draw.Steel strand two ends after haling lock with prestressed anchor 3, and the locking back is by the injected hole slip casting in prestress hole on the ground tackle 3.Slurry content is epoxy resin slurries or cement grout, to guarantee the anticorrosion of prestressed persistence and steel strand.
Lattice type prefabricated prestressed underground continuous wall job practices of the present invention can adopt into the channel process construction, and it comprises the steps:
(a), wall is led in construction: at predetermined diaphragm wall position excavation groove, rid is built the diaphragm wall of Reinforced Concrete Structure and is led wall; The width of guide groove is than the slightly wide 5~10cm of precast wall body thickness of design.
(b), become geosyncline: this worker method becomes geosyncline can adopt kinds of processes, and the grooving of available hydraulic grab claw also can be adopted the groove milling of two-wheel slotter, also available gang drill formula drill flute machine drill groove.Need not the high-quality bentonite slurry when becoming geosyncline, only get final product (as in the sand stratum, transporting outward the loess pulping) with the original soil pulping.Mud balance and viscosity increase as far as possible, and is stable to guarantee cell wall, because of not transferring reinforcing cage and placing of concrete in the groove, so can not consider the pollution of thickness mud to structure.Mix the clay hardening agent in groove in the mud, volume is 10%~20% of the interior mud weight of groove.With mud in the slush pump circulating slot, guarantee that blending evenly while mixing.
(c), hang the prefabricated diaphragm wall of single width: the prefabricated diaphragm wall body of wall of single width is sling with large-scale loop wheel machine, transfer in the geosyncline that mixes the clay hardening agent, absolute altitude and position by design hang at the guide groove end face with hanging muscle, treat the dismountable muscle that hangs in slurry curing rear in the groove.When transferring body of wall, the mud that contains the clay hardening agent that overflows can use when width of cloth geosyncline is constructed down.When body of wall is put into groove, be full of the mud of argillaceous curing compound in the through hole 5 in the middle of the body of wall.Can be behind the slurry curing as the permanent filler in the through hole.
(d), hang next width of cloth body of wall: make the nipple orifice 9 of the semi-circular joint of itself and last width of cloth body of wall one side, be full of the mud that is mixed with the clay hardening agent in the nipple orifice 9 to a synthetic circle;
(e), construction Cast-in-place concrete joint: after the slurry curing in the circular joint hole 9 between two width of cloth bodies of wall, use rig that the solidified slip in the nipple orifice is bored and remove outwash.The drill bit bottom is an ALLOY WING IN, and diameter is slightly less than the diameter of joint circular hole.Drill bit top is wire brush, and its slightly larger in diameter is in the joint Circularhole diameter, and has elasticity.Downward rotary drilling brush hole, drill bit limit, the clear water flushing is injected by drilling rod in the limit, and when being drilled into the nipple orifice bottom, the joint hole wall scrubs clean.Pull out of hole then, be lowered to concrete perfusion conduit.The impervious slightly expanded concrete of underwater grouting is as wall width of cloth joint, or puts into reinforcing cage pouring underwater concrete again at Kong Zhongxian, to increase the joint shear strength.
Lattice type prefabricated prestressed underground continuous wall of the present invention can not adopt the channel process construction yet, by insertion churning pipe in the hollow via-hole 5 of precast wall body 1, and rotary-jet curing compound slurries cutting soil, body of wall sinks to underground by deadweight, and it comprises the steps:
(a), wall is led in construction: at predetermined diaphragm wall position excavation groove, remove the shallow-layer obstruction, build the diaphragm wall guide groove of Reinforced Concrete Structure, the width of guide groove is than the slightly wide 5~10cm of precast wall body thickness of design.
(b), the churning device is installed: rotary jetting apparatus is installed in hollow via-hole 5 upper ends at the prefabricated diaphragm wall body of single width, connects the high-pressure rotary-spray pump, and in through hole the high-pressure rotary-spray pipe is installed, and churning pipe upper end connects rotary jetting apparatus, and the lower end is equipped with cyclone nozzle; Cyclone nozzle exceeds body of wall lower end 5~10cm.
(c), high-pressure rotary-spray sinking single width body of wall: the single width body of wall that the churning device will be housed is sling, and vertically puts into guide groove.Start rotary jetting apparatus and rotary-jet pump, rotary-jet high pressure clay hardening agent slurries in the soil body of body of wall lower end.Slurries are thinner, and expulsion pressure is higher.High pressure slurries cutting soil forms the space in the body of wall bottom, body of wall can guarantee to solidify in the regular hour by containing the clay hardening agent in the formed mud of deadweight sinking cutting soil, after body of wall sinks to desired depth, is fixed on the guide groove end face with hanging muscle,
(d), repeat (b), (c) step hangs next width of cloth body of wall: make its with the semi-circular joint of last width of cloth body of wall one side to synthesizing the nipple orifice 9 of a circle, be full of the mud that is mixed with the clay hardening agent in nipple orifice 9 and the hollow via-hole 5;
(e), construction Cast-in-place concrete joint: after the slurry curing in the circular joint hole between two width of cloth bodies of wall, use rig that the solidified slip in the nipple orifice is bored and remove outwash.The drill bit bottom is an ALLOY WING IN, and diameter is slightly less than the diameter of joint circular hole.Drill bit top is wire brush, and its slightly larger in diameter is in the joint Circularhole diameter, and has elasticity.Downward rotary drilling brush hole, drill bit limit, the clear water flushing is injected by drilling rod in the limit, and when being drilled into the nipple orifice bottom, the joint hole wall scrubs clean.Pull out of hole then, be lowered to concrete perfusion conduit.The impervious slightly expanded concrete of underwater grouting is as wall width of cloth joint, or puts into reinforcing cage pouring underwater concrete again at Kong Zhongxian, to increase the joint shear strength.

Claims (7)

1. lattice type prefabricated prestressed underground continuous wall; comprise precast wall body (1); it is characterized in that; vertically be equipped with two row's prestress wires (2) in the described precast wall body (1); described prestress wire (2) reaches after-applied prestressing force more than 80% at precast wall body (1) concrete strength; and lock by prestressed anchor (3) in the upper and lower end face of precast wall body (1); link to each other by transversary reinforcing bar (7) at interval along short transverse between two row's partial prestressing steel strand (2); it is recessed semi-circular that two side connectors (11) of described precast wall body (1) are located to be; layer protective layer (4) is built in the periphery of described prestress wire (2), is provided with the hollow via-hole (5) that runs through the body of wall short transverse in the described precast wall body.
2. lattice type prefabricated prestressed underground continuous wall according to claim 1 is characterized in that, described topping (4) is cement paste cured layer or epoxy resin cure layer.
3. lattice type prefabricated prestressed underground continuous wall according to claim 2 is characterized in that, described topping (4) and prestress wire (2) are arranged in the thin-wall steel tube (6).
4. the job practices as claim 2 or 3 described lattice type prefabricated prestressed underground continuous walls is characterized in that, comprises the steps:
(a), wall is led in construction: at predetermined diaphragm wall position excavation groove, rid is built the diaphragm wall of Reinforced Concrete Structure and is led wall;
(b), become geosyncline: adopt grab bucket or groover or rotary-type slotter grooving, and in groove, mix the clay hardening agent in the mud;
(c), hang the prefabricated diaphragm wall of single width: the prefabricated diaphragm wall body of wall of single width is sling, transfer in the geosyncline that mixes the clay hardening agent, when body of wall is put into groove, be full of the mud of argillaceous curing compound in the through hole (5) in the middle of the body of wall, can be behind the slurry curing as the permanent filler in the through hole;
(d), hang next width of cloth body of wall: make the nipple orifice (9) of the semi-circular joint of itself and last width of cloth body of wall one side to a synthetic circle, nipple orifice is full of the mud that is mixed with the clay hardening agent in (9);
(e), construction Cast-in-place concrete joint: after the slurry curing in the circular joint hole between two width of cloth bodies of wall, use rig that the solidified slip in the nipple orifice is bored and remove outwash, downward rotary drilling brush hole, drill bit limit, the clear water flushing is injected by drilling rod in the limit, when being drilled into the nipple orifice bottom, the joint hole wall scrubs clean, pull out of hole then, be lowered to concrete perfusion conduit, the impervious slightly expanded concrete of underwater grouting is as wall width of cloth joint, or put into reinforcing cage pouring underwater concrete again at Kong Zhongxian, to increase the joint shear strength.
5. the job practices as claim 2 or 3 described lattice type prefabricated prestressed underground continuous walls is characterized in that, comprises the steps:
(a), wall is led in construction: at predetermined diaphragm wall position excavation groove, rid is built the diaphragm wall of Reinforced Concrete Structure and is led wall;
(b), the churning device is installed: rotary jetting apparatus is installed in hollow via-hole (5) upper end at the prefabricated diaphragm wall body of single width, connects the high-pressure rotary-spray pump, and in through hole the high-pressure rotary-spray pipe is installed, and churning pipe upper end connects rotary jetting apparatus, and the lower end is equipped with cyclone nozzle;
(c), high-pressure rotary-spray sinking single width body of wall: the single width body of wall that the churning device will be housed is sling, put into and lead wall, start rotary jetting apparatus and rotary-jet pump, rotary-jet high pressure clay hardening agent slurries in the soil body of body of wall lower end, high pressure slurries cutting soil, form the space in the body of wall bottom, body of wall is by deadweight sinking cutting soil;
(d), repeat (b), (c) step hangs next width of cloth body of wall: make its with the semi-circular joint of last width of cloth body of wall one side to synthesizing the nipple orifice (9) of a circle, be full of the mud that is mixed with the clay hardening agent in nipple orifice (9) and the hollow via-hole (5);
(e), construction Cast-in-place concrete joint: after the slurry curing in the circular joint hole between two width of cloth bodies of wall, use rig that the solidified slip in the nipple orifice is bored and remove outwash, downward rotary drilling brush hole, drill bit limit, the clear water flushing is injected by drilling rod in the limit, when being drilled into the nipple orifice bottom, the joint hole wall scrubs clean, pull out of hole then, be lowered to concrete perfusion conduit, the impervious slightly expanded concrete of underwater grouting is as wall width of cloth joint, or put into reinforcing cage pouring underwater concrete again at Kong Zhongxian, to increase the joint shear strength.
6. the job practices of lattice type prefabricated prestressed underground continuous wall according to claim 5 is characterized in that, in the said step (b), the distance that cyclone nozzle exceeds the precast wall body lower end is 5~10cm.
7. the job practices of lattice type prefabricated prestressed underground continuous wall according to claim 5 is characterized in that, in the said step (a), the width of leading wall is than the wide 5~10cm of the thickness of prefabricated prestressed underground continuous wall body.
CN2008100406823A 2008-07-17 2008-07-17 Lattice type prefabricated prestressed underground continuous wall and its construction method CN101319498B (en)

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CN103835283B (en) * 2014-03-25 2015-11-11 东南大学 Full wet joint prefabricated prestressed underground continuous wall and construction method thereof
CN104652459B (en) * 2014-12-31 2016-06-15 上海远方基础工程有限公司 Underground anti-seepage construction method
CN104947689A (en) * 2014-12-31 2015-09-30 云南省第三建筑工程公司 Hole collapse preventive trenching construction method of underground diaphragm wall
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CN105937218A (en) * 2016-04-27 2016-09-14 中国建筑第五工程局有限公司 Construction method of underground diaphragm wall
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