CN110700237A - Construction method of diaphragm wall for preventing concrete from flowing around - Google Patents
Construction method of diaphragm wall for preventing concrete from flowing around Download PDFInfo
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- CN110700237A CN110700237A CN201910943800.XA CN201910943800A CN110700237A CN 110700237 A CN110700237 A CN 110700237A CN 201910943800 A CN201910943800 A CN 201910943800A CN 110700237 A CN110700237 A CN 110700237A
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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
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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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
- E02D5/182—Bulkheads or similar walls made solely of concrete in situ using formworks to separate sections
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- Mining & Mineral Resources (AREA)
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- General Engineering & Computer Science (AREA)
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Abstract
The invention provides a construction method of a diaphragm wall for preventing concrete from flowing around, which comprises the following steps of S1, prefabricating a reinforcement cage of a current groove section, and respectively welding grout stopping iron sheets on the outer sides of wing plate section steels on two sides of an I-shaped steel; after the lower-layer grout stopping iron sheet is laid, welding triangular support steel bars on horizontal steel bars of the steel reinforcement cage; after the slurry stopping iron sheet on the upper layer is laid, triangular support steel bars are laid for the slurry stopping iron sheet on the lower layer according to the mode that the triangular support steel bars are laid on the lower layer; s2, forming a groove section, and along with the gradual downward placement of a reinforcement cage, respectively installing an equal-edge angle steel with the specification of L5cm multiplied by 5cm multiplied by 5mm on flange plates at two sides of the I-shaped steel in a welding mode, wherein the equal-edge angle steel is arranged from the bottom to the top of the I-shaped steel in a full-length mode; and S3, pouring concrete into the groove section by using a conduit method. The invention can prevent the concrete from flowing around in the process of pouring the diaphragm wall, improves the working efficiency of the construction of the adjacent groove sections and ensures that the wall joint connection quality of the two groove sections is firmer.
Description
Technical Field
The invention relates to the field of diaphragm wall construction, in particular to a diaphragm wall construction method for preventing concrete from flowing around.
Background
The underground continuous wall is used as a subway station enclosure structure, has the functions of soil retaining and water intercepting, is known as an optimal soil retaining and water intercepting structure of a deep foundation pit due to the advantages of good integrity, large rigidity, small deformation of the foundation pit, superior water stopping performance and the like, and is designed and widely adopted by construction units in the construction field of the foundation pit enclosure structure by virtue of unique characteristics of the underground continuous wall. However, because underground engineering has the characteristic of concealment, concrete has a high probability of flowing around to an adjacent groove section from a gap between an I-shaped steel flange plate and a groove wall in the pouring process of an underground continuous wall, so that a large amount of time is consumed for treating the flowing around by using an impact hammer or other measures when the adjacent groove section is constructed, and the flowing around within 5cm is difficult to treat. Due to the existence of the bypass flow, the lap joint length of the steel reinforcement cage sealing ribs of the adjacent groove sections and the flange plate of the upper I-shaped steel cannot meet the design requirement, so that the connection quality of the diaphragm wall is influenced; and when the later main body is constructed, the leakage water and even the gushing water and sand at the wall joint containing the circumferential flow at the earlier stage are easy to cause. The technical problem needs to be overcome in the construction of the urban enclosure structure, but at present, no good treatment measures exist for fundamentally preventing the generation of the concrete streaming. After the ground continuous wall reinforcement cage is arranged in the groove, when I-shaped steel is backfilled on the back of the site, generally adopted small-particle-size stones are easily impacted by slurry after secondary groove cleaning to enter a construction groove section, so that a cavity is generated on the back of the I-shaped steel, the backfilling is not compact, and concrete is easy to flow around to the cavity when the ground continuous wall is poured.
For example, the invention patent application with the application number of 201410300326.6 discloses a construction method of a continuous wall, which comprises the steps of processing a section of detachable movable section steel, welding two sections of positioning steel bars at the bottom, and arranging a grout outlet and a hanging point at the upper part; welding two guide supporting ribs on the top section steel of the reinforcement cage; lowering a continuous wall reinforcement cage into a groove, and butting movable section steel with the cage top section steel in the groove along a guide supporting rib above the reinforcement cage top section steel; spot welding and fixing the joint of the guide reinforcing bar and the movable steel web plate; two short steel bars are adhered on the movable steel flange plate and welded with the pouring frame or the fore shaft pipe; when the concrete pouring approaches to the position of the crown beam, the height of the concrete surface is measured along the movable section steel, and the concrete pouring condition can be mastered; processing a concrete test cake as a basis for the concrete hardening degree of the upper die steel; inserting the reinforcing steel bar head into the top concrete, and tying the lifting point by using a steel wire rope to pull out the movable section steel after the concrete does not flow. The concrete pouring height of the technical scheme is easy to control, the quality of the wall body can be guaranteed to a certain extent, but the condition that the concrete flows to the adjacent groove sections from gaps between the flange plates and the groove walls of the I-shaped steel is not considered.
Disclosure of Invention
The invention aims to provide a construction method of an underground diaphragm wall, which can effectively prevent concrete from flowing around to an adjacent groove section through a gap between an I-shaped steel flange plate and a groove wall in the process of pouring the underground diaphragm wall and prevent the concrete from flowing around.
The technical scheme for solving the technical problem is as follows: a method for constructing a diaphragm wall for preventing concrete from flowing around comprises the following steps:
s1: prefabricating a reinforcement cage of the current groove section:
s1.1: welding the flange plates of the I-shaped steel reinforcement cage at two sides of the I-shaped steel joint with the horizontal steel bars of the reinforcement cage of the current groove section to form a whole;
s1.2: respectively welding a sizing iron sheet on the outer side of the I-shaped steel flange plate of the reinforcement cage;
s1.3: after the lower layer part of the grout stopping iron sheet is laid, welding triangular support steel bars on horizontal steel bars of the steel reinforcement cage, so that the tail ends of the laid lower layer part of the grout stopping iron sheet are spread, wherein the triangular support steel bars are arranged along the longitudinal distance B of main bars of the steel reinforcement cage, and B is 4 m; continuously laying the upper part of the grout stopping iron sheet, and after the laying of the upper part of the grout stopping iron sheet is finished, laying triangular support steel bars on the upper part of the grout stopping iron sheet in a mode that the triangular support steel bars are laid on the lower part of the grout stopping iron sheet;
s2: groove section grooving:
s2.1: before the steel reinforcement cage is hoisted, the theodolite is used for measuring the positions and the elevations of four hoisting points of the steel reinforcement cage, and the blanking lengths of four hoisting ribs of the steel reinforcement cage are determined;
s2.2: after grooving is finished, hoisting the reinforcement cage welded with the I-shaped steel joint;
s2.3: lowering the joint box;
s3: the channel section is concreted using a conduit method.
Further, in the step S2.2, two lifting points are respectively arranged at the middle part and the top part of the steel reinforcement cage, the two lifting points are connected with a shoulder pole beam through a steel wire rope, and the shoulder pole beam is connected with a crawler crane; and hoisting the reinforcement cage by the crawler crane, observing for 2-5 minutes after the reinforcement cage is hoisted to be 0.3-0.5m away from the ground, changing the angle of the reinforcement cage to a vertical position, enabling the crawler crane to move to the front of the groove section, aligning the position of the notch to enter the groove and controlling the elevation of the groove.
Furthermore, the bottom of the I-shaped steel joint is provided with a cutting edge, and the distance of the cutting edge inserted into the soil layer at the bottom of the groove section is more than 1.5 m.
Further, in the S2.2 step, along with the lowering of the steel reinforcement cage, an equilateral angle steel with the specification of L5cm multiplied by 5cm multiplied by 5mm is respectively additionally installed on the two sides of the I-shaped steel flange plate of the steel reinforcement cage in a welding mode, and the equilateral angle steel is arranged from the bottom to the top of the I-shaped steel joint in a full-length mode.
Further, in step S1, triangular support bars 25cm long and 7cm high are welded to the horizontal bars of the reinforcement cage.
Further, in the step S2.2, the method also comprises the step of backfilling and extruding and compacting the back of the I-shaped steel of the reinforcement cage by adopting bagged large-particle-size stones, wherein the diameter of the large-particle-size stones is not less than 7 cm.
Further, the horizontal distance A between the triangular support steel bars and the flange plate of the I-shaped steel of the steel reinforcement cage is 10 cm.
Further, in step S2.3, the method comprises:
s2.3.1: stripping the joint box from the previous groove section;
s2.3.2: pulling out the joint box from the upper groove section by using a crane;
s2.3.3: and moving the pulled-out joint box to the position of the current groove section by using a crane.
Further, the step S3 includes:
step S3.1: after the steel reinforcement cage is hoisted into the groove, a guide pipe is arranged in a reserved guide pipe bin of the steel reinforcement cage from top to bottom, and a sealing rubber ring is arranged at the interface of the guide pipe;
step S3.2: after the bottom of the guide pipe is 0.5m away from the bottom of the diaphragm wall, a hopper is arranged at the top of the guide pipe, and a water stop ball is placed;
step S3.3: and (5) pouring concrete.
Compared with the prior art, the invention has the beneficial effects that:
the invention adopts a vertical hoisting mode, which is favorable for ensuring four-point stress of the reinforcement cage of the diaphragm wall, so that the stress on two sides of the reinforcement cage of the diaphragm wall is uniform in the concrete pouring process, and the side pressure of the joint box is reduced.
2, the triangular support steel bars are additionally arranged below the grout stopping iron sheet to enable the grout stopping iron sheet to be partially opened, so that the grout stopping iron sheet is effectively prevented from being incapable of playing a role due to being extruded by concrete; the equilateral angle steel is additionally arranged, so that gaps between flange plates and groove walls of the I-shaped steel on two sides can be reduced to 2cm, and the concrete can be effectively prevented from flowing around to the next groove section through the gaps between the I-shaped steel and the groove sections when the concrete is poured on the diaphragm wall.
3, the backfilling adopts bagged large-particle-size stones, so that the I-shaped steel can be backfilled and extruded densely at the back, and the stability of the joint box in the process of pouring the concrete of the diaphragm wall is ensured; and the slurry is prevented from entering the construction groove section after the secondary groove cleaning.
4, the invention can prevent the concrete from flowing around in the process of pouring the diaphragm wall, greatly improves the working efficiency of the construction of the adjacent groove sections, ensures the wall forming quality of the adjacent groove sections, ensures the wall seam connection quality of the two groove sections to be firmer, and has positive and important effects on improving the project progress, the working efficiency and the project quality.
Drawings
Fig. 1 is a schematic diagram of a triangular support steel bar and an equilateral angle steel which are additionally arranged on the steel reinforcement cage.
FIG. 2 is a schematic view of an I-shaped steel flange plate of the reinforcement cage additionally provided with equal angle steel.
Fig. 3 is a schematic diagram of backfilling bagged large-particle-size stones at the back of the I-steel after the hoisting of the reinforcement cage is completed.
The labels in the figure are: 1-a steel reinforcement cage I-steel flange plate; 2-equal angle steel; 3-triangular supporting steel bars; 4-bagging large-particle-size stones; 5-joint box; 6-a ground wall reinforcement cage; 7-adjacent groove sections; 8-a reinforcement cage; 9-stopping the sizing iron sheet.
Detailed Description
The invention will be further explained with reference to the drawings.
As shown in fig. 1, 2 and 3, a method for constructing a diaphragm wall for preventing concrete from flowing around includes the steps of:
s1: prefabricating a reinforcement cage 8 of the current groove section:
s1.1: welding the flange plates 1 of the I-shaped steel reinforcement cage on two sides of the I-shaped steel joint with the horizontal steel bars of the reinforcement cage 8 of the current groove section to form a whole;
s1.2: the outer sides of the I-shaped steel flange plates 1 of the reinforcement cage are respectively welded with a sizing iron sheet 9;
s1.3: mounting a grout stopping iron sheet 9 in a sequence from bottom to top; after the lower layer part of the grout stopping iron sheet 9 is paved, welding triangular support steel bars 3 on horizontal steel bars of the steel reinforcement cage 8, so that the tail ends of the paved lower layer part of the grout stopping iron sheet 9 are spread, wherein the triangular support steel bars 3 are arranged along the longitudinal distance B of main bars of the steel reinforcement cage 8, and B is 4 m; continuing to lay the upper part of the grout stopping iron sheet 9, and after the laying of the upper part of the grout stopping iron sheet 9 is finished, laying the triangular support steel bars 3 on the upper part of the grout stopping iron sheet 9 in a mode that the triangular support steel bars 3 are laid on the lower part of the grout stopping iron sheet 9;
s2: groove section grooving:
s2.1: before the reinforcement cage 8 is hoisted, the theodolite is used for measuring the positions and the elevations of four hoisting points (not shown in the figure) of the reinforcement cage 8, and the blanking lengths of four hoisting ribs of the reinforcement cage 8 are determined;
s2.2: after grooving is finished, hoisting a reinforcement cage 8 welded with an I-shaped steel joint;
s2.3: lowering the joint box 5;
s3: the channel section is concreted using a conduit method.
Further, in the step S2.2, two lifting points are respectively arranged at the middle part and the top part of the steel reinforcement cage 8, the two lifting points are connected with a shoulder pole beam through a steel wire rope, and the shoulder pole beam is connected with a crawler crane; the crawler crane lifts the steel reinforcement cage, the steel reinforcement cage is lifted from the ground by 0.3-0.5m, then observation is carried out for 2-5 minutes, the angle of the steel reinforcement cage 8 is changed to the vertical position, the crawler crane is aligned to the notch position and enters the groove before the groove section, the elevation of the groove is controlled, the stability of the steel reinforcement cage 8 can be ensured when the steel reinforcement cage is lifted, the integral structure of the steel reinforcement cage 8 is effectively protected, and therefore the quality of the steel reinforcement cage 8 is ensured.
Furthermore, the bottom of the I-shaped steel joint is provided with a cutting edge (not shown in the figure), and the distance of the cutting edge inserted into the soil layer at the bottom of the groove section is more than 1.5 m.
Further, in the S2.2 step, along with the gradual transfer of steel reinforcement cage 8, adopt the welding mode to install an equal angle steel 2 that the specification is L5cm x 5cm x 5mm respectively additional on the both sides of steel reinforcement cage I-steel flange plate 1, equal angle steel 2 is arranged from the bottom to the top of I-steel joint is expert at long, can show and prevent that the concrete from flowing to adjacent groove section along the gap between steel reinforcement cage I-steel flange plate 1 and the cell wall.
Further, in step S1, the triangular support bars 3 having a length of 25cm and a height of 7cm are welded to the horizontal bars of the reinforcement cage 8.
Further, in S2.2, the method also comprises the step of backfilling and extruding the back of the I-steel of the reinforcement cage by adopting bagged large-particle-size stones 4 to be dense, wherein the diameter of the large-particle-size stones is not smaller than 7cm, and the backfilling and extruding of the back of the I-steel can be dense by adopting the bagged large-particle-size stones 4 to ensure the stability of the joint box 5 in the process of pouring the concrete of the diaphragm wall; large-particle-size stones with diameters of not less than 7 cm.
Further, the horizontal distance A between the triangular support steel bars 3 and the flange plate 1 of the I-shaped steel of the steel reinforcement cage is 10 cm.
Further, the step S2.3 includes:
s2.3.1: stripping the splice enclosure 5 from the previous channel section;
s2.3.2, respectively; pulling out the joint box 5 from the upper groove section by using a crane;
s2.3.3: the extracted joint box 5 is displaced to the position of the current slot segment by means of a crane.
Further, the step S3 includes:
step S3.1: after the reinforcement cage 8 is hung in the groove, a guide pipe (not shown in the figure) is installed in a reserved guide pipe bin (not shown in the figure) of the reinforcement cage 8 from top to bottom, and a sealing rubber ring (not shown in the figure) is installed at the interface of the guide pipe;
step S3.2: after the bottom of the guide pipe is 0.5m away from the bottom of the diaphragm wall, a hopper (not shown in the figure) is arranged at the top of the guide pipe, and a water stop ball (not shown in the figure) is placed;
step S3.3: and (5) pouring concrete.
Install additional triangular supports reinforcing bar 3 and equilateral angle steel 2 on steel reinforcement cage 8 and can prevent the production of ground even wall pouring in-process concrete stream of detouring effectively, guaranteed that adjacent groove section seam concrete is filled closely knit, improved the finished wall quality.
The present invention is not limited to the above-described embodiments, and any variations, modifications, and alterations that may occur to one skilled in the art without departing from the spirit of the invention are intended to be within the scope of the invention.
Claims (9)
1. A method for constructing a diaphragm wall for preventing concrete from flowing around is characterized by comprising the following steps:
s1: prefabricating a reinforcement cage of the current groove section:
s1.1: welding the flange plates of the I-shaped steel reinforcement cage at two sides of the I-shaped steel joint with the horizontal steel bars of the reinforcement cage of the current groove section to form a whole;
s1.2: respectively welding a sizing iron sheet on the outer side of the flange plate of the I-shaped steel of the reinforcement cage;
s1.3: after the lower layer part of the grout stopping iron sheet is laid, welding triangular support steel bars on horizontal steel bars of the steel reinforcement cage, so that the tail ends of the laid lower layer part of the grout stopping iron sheet are spread, wherein the triangular support steel bars are arranged along the longitudinal distance B of main bars of the steel reinforcement cage, and B is 4 m; continuously laying the upper part of the grout stopping iron sheet, and after the laying of the upper part of the grout stopping iron sheet is finished, laying triangular support steel bars on the upper part of the grout stopping iron sheet in a mode that the triangular support steel bars are laid on the lower part of the grout stopping iron sheet;
s2: groove section grooving:
s2.1: before the steel reinforcement cage is hoisted, the theodolite is used for measuring the positions and the elevations of four hoisting points of the steel reinforcement cage, and the blanking lengths of four hoisting ribs of the steel reinforcement cage are determined;
s2.2: after grooving is finished, hoisting the reinforcement cage welded with the I-shaped steel joint;
s2.3: lowering the joint box;
s3: the channel section is concreted using a conduit method.
2. The method for constructing the diaphragm wall for preventing the concrete from flowing around according to the claim 1, wherein in the step S2.2, two joints are respectively arranged at the middle part and the top part of the reinforcement cage, the joints are connected with a carrying pole beam through a steel wire rope, and the carrying pole beam is connected with a crawler crane; and the crawler crane lifts the steel reinforcement cage, after the steel reinforcement cage is lifted to a height of 0.3-0.5m from the ground, the observation is carried out for 2-5 minutes, the angle of the steel reinforcement cage is changed to the vertical position, the crawler crane is aligned to the notch position and enters the groove, and the elevation of the groove is controlled.
3. The method for constructing the diaphragm wall for preventing the concrete from flowing around according to claim 1, wherein a cutting edge is arranged at the bottom of the I-shaped steel joint, and the distance between the cutting edge and a soil layer at the bottom of the groove section is more than 1.5 m.
4. The method for constructing the diaphragm wall for preventing the concrete from flowing around according to claim 1, wherein in the step S2.2, as the reinforcement cage is gradually lowered, equilateral angle steels with the specification of L5cm x 5cm x 5mm are respectively additionally arranged on flange plates at two sides of the I-steel in a welding mode, and the equilateral angle steels are arranged from the bottom to the top of the I-steel in a full length mode.
5. The method of constructing a ground connection wall for preventing concrete from flowing around according to claim 1, wherein triangular support bars having a length of 25cm and a height of 7cm are welded to horizontal bars of the reinforcement cage in the step of S1.
6. The method for constructing the diaphragm wall for preventing the concrete from flowing around according to claim 1, wherein in the step S2.2, the method further comprises the step of backfilling and compacting the back of the I-shaped steel bar of the reinforcement cage by using bagged large-particle-size stones, wherein the diameter of the large-particle-size stones is not less than 7 cm.
7. The method according to claim 1, wherein the horizontal distance between the triangular support reinforcement and the I-shaped steel is 10 cm.
8. The method for constructing a diaphragm wall for preventing concrete from flowing around according to claim 1, wherein the step S2.3 comprises:
s2.3.1: stripping the joint box from the last groove section;
s2.3.2: pulling the joint box out of the upper groove section by using a crane;
s2.3.3: and (4) displacing the pulled joint box to the position of the current groove section by using a crane.
9. The method for constructing a diaphragm wall for preventing concrete from flowing around according to claim 1, wherein the step of S3 includes:
step S3.1: after the underground wall reinforcement cage is hung in the groove, a guide pipe is arranged in a reserved guide pipe bin of the reinforcement cage from top to bottom, and a sealing rubber ring is arranged at a guide pipe interface;
step S3.2: after the bottom of the guide pipe is 0.5m away from the bottom of the diaphragm wall, a hopper is arranged at the top of the guide pipe, and a water stop ball is placed;
step S3.3: and (5) pouring concrete.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113216152A (en) * | 2021-05-14 | 2021-08-06 | 中铁一局集团有限公司 | Underground diaphragm wall anti-streaming structure under medium-thickness sand layer condition and construction method thereof |
| CN113897945A (en) * | 2021-11-04 | 2022-01-07 | 湖北省交通规划设计院股份有限公司 | Ground-connecting wall combined connecting structure and construction method |
| CN114411695A (en) * | 2022-01-24 | 2022-04-29 | 梁军 | Construction method and connection structure of underground cast-in-place continuous wall |
| CN114508094A (en) * | 2022-02-21 | 2022-05-17 | 中冶华南建设工程有限公司 | Underground diaphragm wall structure of water-rich karst geology and construction method thereof |
| CN115094933A (en) * | 2022-07-05 | 2022-09-23 | 中电建十一局工程有限公司 | Concrete anti-streaming reinforcement cage for diaphragm wall joint and construction method |
| 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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| CN114508094A (en) * | 2022-02-21 | 2022-05-17 | 中冶华南建设工程有限公司 | Underground diaphragm wall structure of water-rich karst geology and construction method thereof |
| CN115094933A (en) * | 2022-07-05 | 2022-09-23 | 中电建十一局工程有限公司 | Concrete anti-streaming reinforcement cage for diaphragm wall joint and construction method |
| 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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Application publication date: 20200117 |