CN102677653A - Variable cross section construction method for underground continuous wall - Google Patents
Variable cross section construction method for underground continuous wall Download PDFInfo
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- CN102677653A CN102677653A CN2012101813081A CN201210181308A CN102677653A CN 102677653 A CN102677653 A CN 102677653A CN 2012101813081 A CN2012101813081 A CN 2012101813081A CN 201210181308 A CN201210181308 A CN 201210181308A CN 102677653 A CN102677653 A CN 102677653A
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Abstract
The invention discloses a variable cross section construction method for an underground continuous wall. The method comprises the following steps: surveying and setting out; constructing a guide wall; arranging a mud pit; processing lead holes in the groove segment of the underground continuous wall; taking soil with a grab machine to form a groove; cleaning the formed groove; preparing for hoisting a reinforcing cage; hoisting the reinforcing cage; and casting underwater concrete for the continuous wall, assembling a square caisson, hoisting and filling. The variable cross section construction method for the underground continuous wall has the advantages that the cost is low, the chisel workload of the follow-up construction is reduced, the construction period is short, the construction quality is stable, and the construction is convenient.
Description
Technical field
The present invention relates to a kind of job practices, refer to a kind of diaphragm wall variable cross-section job practices especially.
Background technology
Compare with common construction of diaphragm wall, the requirement of some row such as the design of variable cross-section diaphragm wall reinforcing cage processing and fabricating, reinforcement cage hoisting suspension centre and re-entrant portion concreting method selection, difficulty of construction is bigger.Wherein, in ground-connecting-wall reinforcing cage processing and fabricating, the diaphragm wall reinforcing cage is made up of reinforcing bar, steel column etc.; The steel column scale of construction is big, and processing and manufacturing difficulty is big, and weld seam detection, carrying out flaw detection are carried out in designing requirement simultaneously; Directly pin down the progress of duration, and the quality of field Welding can't guarantee.In the design of reinforcing cage suspension centre, existing shoulder pole girder top sheave number is two, and reinforcing cage vertically lifts by crane the back eccentric force, makes reinforcing cage inclined, is difficult to reinforcing cage is put into groove.In the selection of variable cross-section re-entrant portion concreting method, how to handle in the cavity scope, become the heavy difficult point of this engineering; If it is equal with another side wall top directly to build plain concrete, increases the concrete material expense, and increase beating and cut a hole engineering quantity in the future; If adopt side envelope steel plate; The re-entrant portion filled sandbags causes body of wall to tilt easily, brings great hidden danger of quality to engineering.
Summary of the invention
The objective of the invention is to overcome the defective of prior art; And a kind of diaphragm wall variable cross-section job practices is provided; Realized that a kind of cost is low and reduced the diaphragm wall variable cross-section job practices that follow-up engineering is beaten the cutter engineering quantity to have that cost is low, the duration short, characteristics are easily stablized, constructed to construction quality.
The technical scheme that realizes above-mentioned purpose is:
A kind of diaphragm wall variable cross-section job practices of the present invention comprises the steps:
Measure unwrapping wire;
Lead the wall construction;
Mud pit is set;
Underground continuous wall groove segment draws the hole;
The grab claw formation grooving of fetching earth;
The clear hole of grooving;
Reinforcing bar cage hoisting is prepared;
Reinforcing bar cage hoisting;
The assembling of diaphragm wall underwater concreting and square caisson and handling are filled.
Lead in the wall construction sequence above-mentioned, build in the periphery of said diaphragm wall and lead wall; Said top of leading wall stretches out.
Above-mentioned underground continuous wall groove segment draws the hole step and further comprises:
Offer first at each angle position of predetermined diaphragm wall and draw the hole;
Each said first is drawn the hole and carry out concreting;
The marginating compartment of the said diaphragm wall in edge forms a plurality of second and draws the hole;
Each said second is drawn the hole and carry out concreting.
In above-mentioned grab claw fetched earth step: the deviation of verticality and plan-position of controlling said grab bucket according to a monitoring system fetched earth and forms a grooving in a preset range; Keep said the stable of mud liquid level between the wall of leading through injecting mud simultaneously.
In the step of the clear hole of above-mentioned grooving:
Utilize hole cleaning machine that said grooving is cleared up, the sand factor in said grooving＜7%, mud balance are 1.15 ~ 1.25.
Above-mentioned reinforcing bar cage hoisting preparation process further comprises:
The suspension centre of reinforcing cage is set, increases the number of shoulder pole girder top sheave and suspension centre;
A plurality of are hung the main muscle welding of muscle and reinforcing cage, and a plurality of U type mouths are set on said reinforcing cage;
In each said U type mouth, insert a square rod iron.
The assembling of above-mentioned diaphragm wall underwater concreting and square caisson and handling filling step further comprise:
Arrange conduit;
To said grooving concreting, and keep the said conduit mouth of pipe and concrete surface to rise synchronously through said conduit;
Behind preset variable cross-section height, stop the concrete conduit of building and take out until concreting;
A plurality of plastic pipe permutations are arranged and colligation, and a Bracket for steel bar and a stirrup cap are arranged in the two ends that reinforcing bar in the said plastic pipe is fixedly welded on said plastic pipe through complex root, form square caisson;
Said square caisson is lifted the preset cavity place of variable cross-section in the said grooving;
In said plastic pipe, fill rubble;
Arrange conduit once more;
It is high until the engaging wall top mark to build the narrower wall part in variable cross-section top.
The present invention has been owing to adopted above technical scheme, makes it have following beneficial effect to be:
Increased the number of pulley and suspension centre, guaranteed the stress balance behind the reinforcement cage hoisting, made reinforcing cage keep level, thereby can put into grooving smoothly.Adopt plastic pipe to fill the cavity that variable cross-section forms, Stability Analysis of Structures, high safety, the duration is short, cost is low, and can not increase engineering quantity in the future.Realized that a kind of cost is low and reduced the diaphragm wall variable cross-section job practices that follow-up engineering is beaten the cutter engineering quantity to have that cost is low, the duration short, characteristics are easily stablized, constructed to construction quality.
Description of drawings
Fig. 1 is the flow chart of a kind of diaphragm wall variable cross-section of the present invention job practices;
Fig. 2 is the structural representation of leading wall of a kind of diaphragm wall variable cross-section of the present invention job practices;
Fig. 3 hangs the muscle arrangement diagram for the variable cross-section of leading wall of a kind of diaphragm wall variable cross-section of the present invention job practices;
Fig. 3 hangs the muscle arrangement diagram for the variable cross-section of leading wall of a kind of diaphragm wall variable cross-section of the present invention job practices;
Fig. 4 hangs muscle layout A-A sectional view for the variable cross-section of leading wall of a kind of diaphragm wall variable cross-section of the present invention job practices;
Fig. 5 is the conduit arrangement diagram of leading wall of a kind of diaphragm wall variable cross-section of the present invention job practices;
Fig. 6 is the structural representation of the square caisson of a kind of diaphragm wall variable cross-section of the present invention job practices.
The specific embodiment
Below in conjunction with specific embodiment the present invention is described further.
See also Fig. 1, a kind of diaphragm wall variable cross-section job practices of the present invention comprises the steps:
At first, measure unwrapping wire, utilize on-the-spot peripheral known coordinate control point, make diaphragm wall axial line control point with total powerstation, and draw axis;
Then, lead wall 1 construction, build in the periphery of diaphragm wall and lead wall 1; The top of leading wall 1 stretches out;
See also Fig. 2; Lead wall 1 and play the effect of the supporting notch soil body; According to the construction area geological condition; Lead wall 1 and make
shape cast-in-situ reinforced concrete structure, inboard span width is than the wide 50mm of diaphragm wall.Lead wall 1 each corner 200mm that need stretch out, to satisfy minimum box cut section and the rock needs are gone in boring.
Then, mud pit is set;
Mud mainly is in ground wall grooving process, to play the retaining wall effect, and the mud off technology is one of diaphragm wall engineering foundation technology, and its quality quality directly has influence on the quality and safety of ground wall.
Carry out underground continuous wall groove segment again and draw the hole, further comprise step:
Offer first at each angle position of predetermined diaphragm wall and draw the hole;
Each first is drawn the hole and carry out concreting;
Form a plurality of second along the marginating compartment of diaphragm wall and draw the hole;
Each second is drawn the hole and carry out concreting.
After building first drawn hole and second and drawn the effect that boundary alignment is played in the hole jointly, destroys the border of the metope of preset diaphragm wall when having prevented to excavate cell body, thereby guaranteed the quality and the precision of construction.
Draw the hole and should divide the sequencing construction by the groove section; At first carry out four corners of diaphragm wall and draw the hole construction,, can carry out the interlude diaphragm wall and draw hole and underwater concreting construction until accomplishing corner diaphragm wall concreting; The diaphragm wall width is 1m; Adopt 1m cylinder sash weight to draw the hole, draw the quantity in hole and confirm, draw at the bottom of the hole, hole the degree of depth by designing requirement weathered rock formation 3D in a subtle way according to the groove segment length.
Then, the grab claw formation grooving of fetching earth, is kept and is led stablizing of mud liquid level between the wall 1 through injecting mud simultaneously in a preset range according to the deviation of the verticality of monitoring system control grab bucket and plan-position.
The impact force of hydraulic grab and closing force are enough to pick up above each layer of strong-weathered rock, and in the grooving process, especially slot the stage in the verticality and the plan-position of strict control grab bucket.Examine monitoring system, X when Y axle one deviation of directivity surpasses permissible value, rectifies a deviation immediately.Grab bucket is pasted and to be faced the foundation ditch side and lead wall 1 and go into groove, and mechanically actuated is wanted steadily.And in time mend mud, keep and lead mud liquid level stabilizing in the wall 1.
Utilize hole cleaning machine that grooving is cleared up again, the sand factor in grooving＜7%, mud balance are 1.15 ~ 1.25.
Then, see also Fig. 3, Fig. 4, the suspension centre 21 of reinforcing cage 2 is set, increase the number of shoulder pole girder top sheave and suspension centre 21;
Variable cross-section diaphragm wall length overall 7000mm, wide 1000mm, wherein long 4000mm wall top mark height is-7.05m that 3000mm wall top mark height is-16.25m; Be the L type, wall top mark height differs 9m, and reinforcing cage 2 vertical lifting back eccentric forces; Reinforcing cage 2 is inclined, can't reinforcing bar 2 cages be put into groove, through careful research, design to suspension centre 21; On original 2 the pulley bases of shoulder pole girder, increase a pulley, suspension centre 21 is designed to 12 liftings, satisfies lifting requirements.
A plurality of are hung the main muscle welding of muscle 22 and reinforcing cage 2, and a plurality of U type mouths are set on reinforcing cage 2; In each U type mouth, insert a square rod iron.
Because of reinforcing cage 2 top marks height is-7.5m, consider empty lifting of boring part, reinforcing cage 2 is provided with and hangs muscle 22, hangs muscle 22 and welds with main muscle in the reinforcing cage 2 so that change, and the square rod iron of insertion in the U type mouth is set on reinforcing cage 2 during conversion.
Afterwards, carry out reinforcing cage 2 liftings;
At last, carry out the assembling and the handling of diaphragm wall underwater concreting and square caisson and fill, further comprise:
See also Fig. 5, arrange conduit 3;
For guaranteeing carrying out smoothly and the total quality of concreting compactness construction of concreting; Before the concreting; Underground diaphragm wall downcomer 3 positions are arranged in advance underground continuous wall groove segment considers that greater than 4 meters building underwater concrete mainly adopts conduit 3 to twitch up and down; With the compactness requirement, so arrange 2 conduits 3.
Through 3 pairs of grooving concretings of conduit, and keep conduit 3 mouths of pipe and concrete surface to rise synchronously;
Each conduit 3 should carry out simultaneously during concreting, at the uniform velocity upwards mentions simultaneously, guarantees the height of concrete surface synchronization of jacking up.
Behind preset variable cross-section height, stop the concrete conduit 3 of building and take out until concreting; Promptly when concreting to-16.25 meters variable cross-section places, satisfy 500mm laitance height simultaneously after, the conduit 3 in the body of wall that absolute altitude is lower takes out,
See also Fig. 6; A plurality of plastic pipe 41 permutations are arranged and colligation; And a Bracket for steel bar 42 and a stirrup cap 43 be arranged in the two ends that reinforcing bars in the plastic pipe 41 are fixedly welded on plastic pipe 41 through complex root; Form square caisson 4, the bottom of plastic pipe 41 is with gauze wire cloth 44 wrapping, and can a plurality of ferrules 45 axially be set at square caisson 4 for the stability that increases square caisson 4 structures;
Square caisson 4 is lifted the preset cavity place of variable cross-section in the grooving;
In plastic pipe 41, fill rubble;
Arrange conduit 3 once more;
It is high until the engaging wall top mark to build the narrower wall part in variable cross-section top.
When building variable cross-section diaphragm wall concrete; Should be in advance with the plastic pipe 41 colligation squarely caissons 4 of filling; While is welded reinforcement carriage 42 in the bottom; Adopt the L shaped steel muscle of four analogy America caisson 4 long 200mm from plastic pipe 41, to pass and weld, to satisfy lifting requirements with plastics caisson 4 other end stirrup caps 43.
Behind the conduit 3 in taking out the lower body of wall of absolute altitude; The square caisson of should be in time colligation being accomplished 4 hangs in the variable cross-section cavity of 9m, in order to prevent to return on the concrete, increases to beat and cuts a hole difficulty; In plastic pipe 41, fill rubble; Lifting work should be accomplished before concrete initial set, continues to build variable cross-section opposite side body of wall then, until build-the wall top mark of 7.05m is high.
More than combine accompanying drawing embodiment that the present invention is specified, those skilled in the art can make the many variations example to the present invention according to above-mentioned explanation.Thereby some details among the embodiment should not constitute qualification of the present invention, and the scope that the present invention will define with appended claims is as protection scope of the present invention.
Claims (7)
1. a diaphragm wall variable cross-section job practices is characterized in that, comprises the steps:
Measure unwrapping wire;
Lead the wall construction;
Mud pit is set;
Underground continuous wall groove segment draws the hole;
The grab claw formation grooving of fetching earth;
The clear hole of grooving;
Reinforcing bar cage hoisting is prepared;
Reinforcing bar cage hoisting;
The assembling of diaphragm wall underwater concreting and square caisson and handling are filled.
2. a kind of diaphragm wall variable cross-section job practices according to claim 1 is characterized in that, leads in the wall construction sequence said, builds in the periphery of said diaphragm wall and leads wall; Said top of leading wall stretches out.
3. a kind of diaphragm wall variable cross-section job practices according to claim 1 is characterized in that said underground continuous wall groove segment draws the hole step and further comprises:
Offer first at each angle position of predetermined diaphragm wall and draw the hole;
Each said first is drawn the hole and carry out concreting;
The marginating compartment of the said diaphragm wall in edge forms a plurality of second and draws the hole;
Each said second is drawn the hole and carry out concreting.
4. a kind of diaphragm wall variable cross-section job practices according to claim 1; It is characterized in that; In said grab claw fetched earth step: the deviation of verticality and plan-position of controlling said grab bucket according to a monitoring system fetched earth and forms a grooving in a preset range; Keep said the stable of mud liquid level between the wall of leading through injecting mud simultaneously.
5. a kind of diaphragm wall variable cross-section job practices according to claim 1 is characterized in that, in the step of the clear hole of said grooving:
Utilize hole cleaning machine that said grooving is cleared up, the sand factor in said grooving＜7%, mud balance are 1.15 ~ 1.25.
6. a kind of diaphragm wall variable cross-section job practices according to claim 1 is characterized in that said reinforcing bar cage hoisting preparation process further comprises:
The suspension centre of reinforcing cage is set, increases the number of shoulder pole girder top sheave and suspension centre;
A plurality of are hung the main muscle welding of muscle and reinforcing cage, and a plurality of U type mouths are set on said reinforcing cage;
In each said U type mouth, insert a square rod iron.
7. a kind of diaphragm wall variable cross-section job practices according to claim 1 is characterized in that the assembling of said diaphragm wall underwater concreting and square caisson and handling filling step further comprise:
Arrange conduit;
To said grooving concreting, and keep the said conduit mouth of pipe and concrete surface to rise synchronously through said conduit;
Behind preset variable cross-section height, stop the concrete conduit of building and take out until concreting;
A plurality of plastic pipe permutations are arranged and colligation, and a Bracket for steel bar and a stirrup cap are arranged in the two ends that reinforcing bar in the said plastic pipe is fixedly welded on said plastic pipe through complex root, form square caisson;
Said square caisson is lifted the preset cavity place of variable cross-section in the said grooving;
In said plastic pipe, fill rubble;
Arrange conduit once more;
It is high until the engaging wall top mark to build the narrower wall part in variable cross-section top.
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| CN201210181308.1A CN102677653B (en) | 2012-06-05 | 2012-06-05 | Variable cross section construction method for underground continuous wall |
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| CN201210181308.1A CN102677653B (en) | 2012-06-05 | 2012-06-05 | Variable cross section construction method for underground continuous wall |
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| CN102677653B CN102677653B (en) | 2014-08-20 |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103981857A (en) * | 2014-06-05 | 2014-08-13 | 北京住总集团有限责任公司 | Method for hoisting L-shaped steel reinforcement cage of underground diaphragm wall |
| CN105568958A (en) * | 2015-12-22 | 2016-05-11 | 上海市基础工程集团有限公司 | Variable cross-section underground diaphragm wall and construction method |
| CN108265734A (en) * | 2018-03-31 | 2018-07-10 | 中国水利水电第四工程局有限公司 | A kind of sand and gravel stratum impervious wall construction method |
| CN110725301A (en) * | 2019-10-19 | 2020-01-24 | 湖北广元岩土工程有限公司 | Underground continuous wall construction method |
| CN110847154A (en) * | 2019-11-21 | 2020-02-28 | 上海市基础工程集团有限公司 | Underground continuous wall reinforcement cage anchor bar and setting method |
| CN110952529A (en) * | 2019-11-29 | 2020-04-03 | 万明明 | Construction method of variable cross-section underground continuous wall |
| CN113756316A (en) * | 2021-09-10 | 2021-12-07 | 上海建工集团股份有限公司 | Construction method of passive area enhanced underground continuous wall |
| CN113832983A (en) * | 2021-09-13 | 2021-12-24 | 长江勘测规划设计研究有限责任公司 | Construction method for supporting foundation pit by adopting variable-cross-section underground continuous wall |
| CN114607187A (en) * | 2022-04-18 | 2022-06-10 | 中国矿业大学 | Shaft type underground parking garage construction method of slurry cast-in-place supporting structure |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103981857A (en) * | 2014-06-05 | 2014-08-13 | 北京住总集团有限责任公司 | Method for hoisting L-shaped steel reinforcement cage of underground diaphragm wall |
| CN103981857B (en) * | 2014-06-05 | 2015-12-30 | 北京住总集团有限责任公司 | A kind of hanging method of diaphragm wall L shape reinforcing cage |
| CN105568958A (en) * | 2015-12-22 | 2016-05-11 | 上海市基础工程集团有限公司 | Variable cross-section underground diaphragm wall and construction method |
| CN108265734A (en) * | 2018-03-31 | 2018-07-10 | 中国水利水电第四工程局有限公司 | A kind of sand and gravel stratum impervious wall construction method |
| CN110725301A (en) * | 2019-10-19 | 2020-01-24 | 湖北广元岩土工程有限公司 | Underground continuous wall construction method |
| CN110847154A (en) * | 2019-11-21 | 2020-02-28 | 上海市基础工程集团有限公司 | Underground continuous wall reinforcement cage anchor bar and setting method |
| CN110952529A (en) * | 2019-11-29 | 2020-04-03 | 万明明 | Construction method of variable cross-section underground continuous wall |
| CN113756316A (en) * | 2021-09-10 | 2021-12-07 | 上海建工集团股份有限公司 | Construction method of passive area enhanced underground continuous wall |
| CN113832983A (en) * | 2021-09-13 | 2021-12-24 | 长江勘测规划设计研究有限责任公司 | Construction method for supporting foundation pit by adopting variable-cross-section underground continuous wall |
| CN114607187A (en) * | 2022-04-18 | 2022-06-10 | 中国矿业大学 | Shaft type underground parking garage construction method of slurry cast-in-place supporting structure |
| CN114607187B (en) * | 2022-04-18 | 2023-10-31 | 中国矿业大学 | Shaft type underground parking garage construction method of cast-in-situ supporting structure under slurry |
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