CN101503882B - Construction method for underground continuous wall with conjoined reinforcing cage by topdown construction method - Google Patents
Construction method for underground continuous wall with conjoined reinforcing cage by topdown construction method Download PDFInfo
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- CN101503882B CN101503882B CN2009101162394A CN200910116239A CN101503882B CN 101503882 B CN101503882 B CN 101503882B CN 2009101162394 A CN2009101162394 A CN 2009101162394A CN 200910116239 A CN200910116239 A CN 200910116239A CN 101503882 B CN101503882 B CN 101503882B
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Abstract
The invention relates to a construction method for an underground continuous wall constructed by a reverse construction method and provided with a connected steel reinforcement cage, and the underground continuous wall formed by adopting the method. The continuous wall is provided with the connected steel reinforcement cage. Because a plain concrete area does not exist, cracks (penetrating the integral wall so as to cause wall collapse) are not caused, and the phenomenon of water leakage does not exist; the steel reinforcement cage is not integrally molded and hoisted into a deep groove, but is formed by welding in the dug deep groove, so a heavy crawler crane and the like are not needed, and the construction cost is lowered; and because the bottom end of a precast pile is already extended into a soil bearing layer and a soil lateral pressure acted on the continuous wall is finally born by the piles, the wall between the piles does not need to extend below a main body structural foundation pit of a building to be built, and large amount of material is saved.
Description
Technical field:
The present invention relates to a kind of construction of continuous concrete wall method, specifically a kind ofly adopt construction of continuous concrete wall method reverse construction, that have conjoined reinforcing cage.
Background technology:
Diaphragm wall generally is used for propping up of the building foundation pit soil body and keeps off, goes along with sb. to guard him and waterproof, when on the vacant lot that is surrounded by building, building high building, need around the ground that is excavated, to construct diaphragm wall before the excavation ground, so that existing structure foundation is formed protection, the construction of continuous concrete wall step of prior art institute moulding is as described below:
1, the horizontal direction by diaphragm wall is divided into some elementary sections with it, carries out the construction of each elementary section in order;
2, concreting is led wall, and underground diaphragm wall is carried out guide-localization, and the configuration slurry coat method;
3, in order each elementary section is excavated deep trouth, each elementary section needs disposable grooving, and the perfusion slurry coat method prevents that the soil body from caving in, (this process need adopt professional cell wall excavator to excavate) in groove;
4, at interval tubular between the elementary section of each in deep trouth with fore shaft, so that the deep trouth of each elementary section forms is independently interval, be beneficial in the step 6 concreting in each elementary section;
5, in the deep trouth of each elementary section, place the reinforcing cage of global formation successively, (this process need is equipped with each one of 100 tons of crawler cranes and 50 tons of crawler crane).
6, be template with the groove soil at both sides, the conduit concreting in deep trouth with inserting the deep trouth bottom upwards promotes conduit while building, and displaces the mud in the deep trouth.
After above-mentioned steps is finished, can in deep trouth, form diaphragm wall, because of the reinforcing cage in each elementary section deep trouth is a global formation, separately independently, and separated by the fore shaft pipe between the reinforcing cage of each elementary section, therefore, the reinforcing cage of this kind structure diaphragm wall is discontinuous (or being referred to as not disjunctor), cause to occur between each elementary section plain concrete region (being that concrete wall inside does not have reinforcing cage), occur running through the crack that body of wall causes the body of wall fracture thereby this section zone is as easy as rolling off a log, can not play waterproof action.
In addition, the existing existing defective of job practices is:
1, working procedure complexity, the cost height need be used some special-purpose big machineries, need use the cell wall excavator as excavation during deep trouth, need be with heavy crawler crane during the placement reinforcing cage in deep trouth etc.
2, because of need having continuity between the concrete wall of each elementary section, thus can only carry out pouring construction to each elementary section successively, and can not at interval a plurality of elementary sections be constructed simultaneously, thereby the duration is longer.
3, the diaphragm wall degree of depth does not wait from tens meters to tens meters, if on entire depth once property concreting is finished, quality can not guarantee, occurs cavitation easily.
4, the soil body with the deep trouth both sides is a template, even mud off is arranged, the also possibility that unavoidably has the part soil body to cave in, if cave near foundation ditch one side, concrete after moulding meeting bulge so, out-of-flatness also needs to cut if these bags of while have been invaded the agent structure boundary of building yet to be built.
Summary of the invention:
For overcoming the defective of prior art, the object of the present invention is to provide and a kind ofly adopt construction of continuous concrete wall method reverse construction, that have conjoined reinforcing cage and with the formed diaphragm wall of this method with conjoined reinforcing cage.
Technical solution problem of the present invention adopts following technical scheme:
The construction of continuous concrete wall method with conjoined reinforcing cage of reverse construction, described diaphragm wall is constructed as follows:
1., delimit the width regions of diaphragm wall yet to be built on ground;
2., the preparation preformed pile, the upper semisection of pile body or last 2/3 section both sides are provided with the pre-buried muscle that protrudes in pile body, and pre-buried muscle bending is posted by the two sides of pile body, the two sides of described pile body are meant respectively the both sides towards the length direction of diaphragm wall;
3., on the central axis of described width regions, in the soil body, squeeze into preformed pile at regular intervals, enter the soil bearing stratum until the lower end of preformed pile, preformed pile is divided into some elementary sections in the longitudinal direction with diaphragm wall;
4., the soil layer between the pile body is divided into several layers by vertical direction, the excavation first floor soil body forms deep trouth between pile body earlier, and the width of described deep trouth is slightly larger than the width of diaphragm wall yet to be built;
5., the foreign material between the cleaning pile body, break the pre-buried muscle of straight pile body both sides off with the fingers and thumb, and between the pre-buried muscle of adjacent pile body the welded reinforcement cage, with the connection of the horizontal direction that realizes the inner reinforcing cage of diaphragm wall, the outside of reinforcing cage promptly installs side template near a side of building yet to be built in deep trouth;
6., continue the degree of depth of the soil body absolute altitude at the bottom of fabric structure main body yet to be built in the stage excavation deep trouth;
7., in deep trouth vertically set by step 4 numbers of plies of being divided some bed dies are set at interval, the degree of depth of reinforcing cage absolute altitude at the bottom of vertical direction need pass bed die and extend to described main structure body;
8., in reinforcing cage, press layer concreting successively from top to bottom, treat that intensity after the concreting on upper strata reaches 75% o'clock of design load, remove bed die, build the concrete that is in lower floor again, after being in undermost concreting intensity reach design load 75% the time, remove bed die and side template, construction finishes.
The diaphragm wall with conjoined reinforcing cage of reverse construction, described diaphragm wall is formed by reinforcing cage that is in body of wall inside and the concrete of building on reinforcing cage, and described reinforcing cage is a disjunctor in body of wall inside.
On the length direction of body of wall, be arranged at intervals with some preformed piles in the body of wall, the two sides of described preformed pile promptly have the pre-buried muscle that protrudes in a body respectively towards the both sides of body of wall length direction, be welded with reinforcing cage between the pre-buried muscle of contiguous prefabricated stake, reinforcing cage forms disjunctor with the pre-buried muscle in the preformed pile.
Compared with the prior art, beneficial effect of the present invention is embodied in:
The formed diaphragm wall of job practices of the present invention has the reinforcing cage of disjunctor, does not have plain concrete region, thereby so diaphragm wall the crack that body of wall causes the body of wall fracture can not appear running through, do not have the phenomenon of leaking.(fine cracks in various degree all can appear in any reinforced concrete structure surface.Different is: under the soil pressure effect, those fine cracks of reinforced concrete surface can not expanded and run through whole body of wall, but the plain concrete external crack but very easily expansion run through whole body of wall at last, cause body of wall fracture).
Diaphragm wall of the present invention is divided into some elementary sections by some preformed piles, because of the pre-buried muscle in the preformed pile connects the reinforcing cage between the preformed pile, make the reinforcing cage of diaphragm wall inside have continuity (being that reinforcing cage is a disjunctor), just because of reinforcing cage can be realized disjunctor, therefore can construct simultaneously to a plurality of elementary sections, improve programming, and the time of each elementary section concreting is unrestricted (because inner reinforcing bar can be communicated with, and only realize connecting with concrete between the adjacent cells section in the prior art, so limited by strictness the blanking time that the adjacent cells section concrete is built).
Reinforcing cage of the present invention is not to adopt global formation to be lifted in the deep trouth, but welding forms in the deep trouth that is excavated, and therefore need not with heavy crawler crane etc., reduced construction cost.
But deep trouth stage excavation of the present invention, every excavation one deck can in time install side template and prevent that the soil body from caving in, and need not to dispose slurry coat method, and excavation need not use the cell wall excavator during deep trouth, the reduction construction cost.
Because the soil bearing stratum has been goed deep in the bottom of preformed pile, the soil body lateral pressure that acts on the continuous body of wall is subjected to by pile at last, so the body of wall between the pile body does not need to go deep into to have saved lot of materials below the constructure body structure foundation ditch yet to be built.
Description of drawings:
Fig. 1 is the structural representation of the inner reinforcing cage of existing diaphragm wall, and it is discontinuous.
Fig. 2 A to Fig. 2 G has illustrated construction of continuous concrete wall process of the present invention.
Fig. 3 is the structural representation of preformed pile.
Fig. 4 is the vertical view of diaphragm wall of the present invention.
Number in the figure: 1 is preformed pile, and 11 is pre-buried muscle, and 2 is reinforcing cage, and 3 is side template.
Below pass through the specific embodiment, and the invention will be further described in conjunction with the accompanying drawings.
The specific embodiment,
Non-limiting examples is as described below:
Embodiment: referring to Fig. 2 A to Fig. 4, diaphragm wall of the present invention adopts reverse construction, and formed diaphragm wall has the reinforcing cage of disjunctor, and its work progress carries out as follows:
1., delimit the width regions of diaphragm wall yet to be built on ground, Fig. 4 has illustrated the width regions of diaphragm wall, diaphragm wall institute area surrounded is place, building yet to be built place, foundation ditch need be deep-cut in this zone after diaphragm wall forms;
2., shown in Figure 3, preparation preformed pile 1, the both sides of the upper semisection of pile body or last 2/3 section (will see the depth ratio of foundation depth and bearing stratum) are provided with the pre-buried muscle 11 that protrudes in pile body, and the bending of pre-buried muscle is posted by the two sides of pile body, the two sides of described pile body are meant respectively the both sides towards the length direction of diaphragm wall, certainly, the height of the pre-buried muscle 11 in both sides accounts for the height ratio of preformed pile to be decided on the degree of depth of diaphragm wall, the height of pre-buried muscle can account for preformed pile height 1/2 to 3/4;
3., on the central axis of described width regions, in the soil body, squeeze into preformed pile 1 at regular intervals, enter soil bearing stratum H1 until the lower end of preformed pile, preformed pile is divided into some elementary sections in the longitudinal direction with diaphragm wall;
4., the soil layer between the pile body is divided into several layers by vertical direction, the excavation first floor soil body forms deep trouth between pile body earlier, and the width of described deep trouth is slightly larger than the width of diaphragm wall yet to be built;
5., the foreign material between the cleaning pile body, break the pre-buried muscle 11 of straight pile body both sides off with the fingers and thumb, and between the pre-buried muscle of adjacent pile body welded reinforcement cage 2, with the connection of the horizontal direction that realizes the inner reinforcing cage of diaphragm wall, the outside of reinforcing cage promptly installs side template 3 near a side of building yet to be built in deep trouth;
6., continue the depth H 2 of the soil body absolute altitude at the bottom of fabric structure main body yet to be built in the stage excavation deep trouth;
7., in deep trouth vertically set by step 4 numbers of plies of being divided some bed dies are set at interval, reinforcing cage need pass bed die and extend to the degree of depth (except that bottom one deck body of wall, the vertical reinforcement of every layer of body of wall all needs to pass soffit formwork and reaches the weld length that satisfies reinforcing bar) of absolute altitude at the bottom of the described main structure body at vertical direction;
8., in reinforcing cage, press layer concreting successively from top to bottom, treat that intensity after the concreting on upper strata reaches 100% o'clock of design load, remove bed die, build the concrete that is in lower floor again, after being in undermost concreting intensity reach design load 100% the time, remove bed die and side template, construction finishes.
The reinforcing cage that job practices of the present invention forms diaphragm wall inside is successional, promptly is disjunctor, is welded with reinforcing cage 2 between the pre-buried muscle 11 of contiguous prefabricated stake 1, and reinforcing cage forms disjunctor with the pre-buried muscle in the preformed pile.
Claims (2)
1. the construction of continuous concrete wall method with conjoined reinforcing cage of reverse construction is characterized in that described diaphragm wall is constructed as follows:
1., delimit the width regions of diaphragm wall yet to be built on ground;
2., the preparation preformed pile, the upper semisection of pile body or last 2/3 section both sides are provided with the pre-buried muscle that protrudes in pile body, and pre-buried muscle bending is posted by the two sides of pile body, the two sides of described pile body are meant respectively the both sides towards the length direction of diaphragm wall;
3., on the central axis of described width regions, in the soil body, squeeze into preformed pile at regular intervals, enter the soil bearing stratum until the lower end of preformed pile, preformed pile is divided into some elementary sections in the longitudinal direction with diaphragm wall;
4., the soil layer between the pile body is divided into several layers by vertical direction, the excavation first floor soil body forms deep trouth between pile body earlier, and the width of described deep trouth is slightly larger than the width of diaphragm wall yet to be built;
5., the foreign material between the cleaning pile body, break the pre-buried muscle of straight pile body both sides off with the fingers and thumb, and between the pre-buried muscle of adjacent pile body the welded reinforcement cage, with the connection of the horizontal direction that realizes the inner reinforcing cage of diaphragm wall, the outside of reinforcing cage promptly installs side template near a side of building yet to be built in deep trouth;
6., continue the degree of depth of the soil body absolute altitude at the bottom of fabric structure main body yet to be built in the stage excavation deep trouth;
7., in deep trouth vertically set by step 4 numbers of plies of being divided some bed dies are set at interval, the degree of depth of reinforcing cage absolute altitude at the bottom of vertical direction need pass bed die and extend to described main structure body;
8., in reinforcing cage, press layer concreting successively from top to bottom, treat that intensity after the concreting on upper strata reaches 75% o'clock of design load, remove bed die, build the concrete that is in lower floor again, after being in undermost concreting intensity reach design load 75% the time, remove bed die and side template, construction finishes.
2. the diaphragm wall with conjoined reinforcing cage of reverse construction, described diaphragm wall is formed by reinforcing cage that is in body of wall inside and the concrete of building on reinforcing cage, it is characterized in that, described reinforcing cage is a disjunctor in body of wall inside, promptly on the length direction of body of wall, be arranged at intervals with some preformed piles in the body of wall, the two sides of described preformed pile promptly have the pre-buried muscle that protrudes in a body respectively towards the both sides of body of wall length direction, be welded with reinforcing cage between the pre-buried muscle of contiguous prefabricated stake, reinforcing cage forms disjunctor with the pre-buried muscle in the preformed pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009101162394A CN101503882B (en) | 2009-02-25 | 2009-02-25 | Construction method for underground continuous wall with conjoined reinforcing cage by topdown construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009101162394A CN101503882B (en) | 2009-02-25 | 2009-02-25 | Construction method for underground continuous wall with conjoined reinforcing cage by topdown construction method |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2010101578006A Division CN101818496B (en) | 2009-02-25 | 2009-02-25 | Inversely-constructed underground continuous wall with siamesed reinforcing cage |
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| CN101503882A CN101503882A (en) | 2009-08-12 |
| CN101503882B true CN101503882B (en) | 2010-12-08 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101818496B (en) * | 2009-02-25 | 2011-07-20 | 中煤第三建设（集团）有限责任公司 | Inversely-constructed underground continuous wall with siamesed reinforcing cage |
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| CN101892764B (en) * | 2010-06-19 | 2012-10-17 | 张培霞 | Method for building enclosing wall |
| CN102852158B (en) * | 2012-09-25 | 2014-04-16 | 浙江省地质矿产工程公司 | Construction method for nonstandard diaphragm wall |
| CN103866787B (en) * | 2014-02-19 | 2016-02-03 | 中国水利水电第七工程局成都水电建设工程有限公司 | A kind of spacious reverse masonry method concrete cut that digs builds construction technology |
| CN104775418A (en) * | 2015-04-03 | 2015-07-15 | 重庆大学 | Underground continuous wall for energy collection and construction method thereof |
| CN105862875A (en) * | 2016-04-15 | 2016-08-17 | 肖锐 | Support structure and construction method thereof |
| CN105862730A (en) * | 2016-04-15 | 2016-08-17 | 肖锐 | Indoor pile-wall combined supporting structure and construction method |
| CN106193119B (en) * | 2016-08-01 | 2018-04-03 | 福州市第三建筑工程公司 | A kind of circular underground structure and its layer and section are against operation construction method |
| CN108838589B (en) * | 2018-07-11 | 2020-03-31 | 广州鑫桥建筑工程有限公司 | Automatic welding method for reinforcement cage of underground continuous wall |
| CN109577345A (en) * | 2018-11-30 | 2019-04-05 | 中机中联工程有限公司 | A kind of contrary sequence method structure reinforcing bars connection method |
| CN112127370A (en) * | 2020-09-11 | 2020-12-25 | 中铁十一局集团有限公司 | Reverse plugging method for non-construction fender post part of main body fender structure of station |
| CN113718850A (en) * | 2021-09-30 | 2021-11-30 | 山东大学 | Underground garage system and method for improving use area by adopting permanent support |
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2009
- 2009-02-25 CN CN2009101162394A patent/CN101503882B/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101818496B (en) * | 2009-02-25 | 2011-07-20 | 中煤第三建设（集团）有限责任公司 | Inversely-constructed underground continuous wall with siamesed reinforcing cage |
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