CN105369799A - Concrete precast pile of precast pile underground diaphragm wall and construction method of precast pile underground diaphragm wall - Google Patents
Concrete precast pile of precast pile underground diaphragm wall and construction method of precast pile underground diaphragm wall Download PDFInfo
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- CN105369799A CN105369799A CN201510769908.3A CN201510769908A CN105369799A CN 105369799 A CN105369799 A CN 105369799A CN 201510769908 A CN201510769908 A CN 201510769908A CN 105369799 A CN105369799 A CN 105369799A
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Abstract
The invention provides a concrete precast pile of a precast pile underground diaphragm wall. The section of the concrete precast pile is square or rectangular. Connecting plates are connected to the two end faces of the concrete precast pile. The number of concrete precast pile bodies is two or more. Waterstop grooves which are concave inwards are formed in the corresponding side walls of any two positions of each concrete precast pile body respectively. The waterstop grooves are the same in shape and size. The length of each waterstop groove is two fifths to four fifths that of each pile body. The waterstop grooves are filled with cementing waterstop materials. Main rib anchor holes are formed in the connecting plates. The connecting plates are connected with main ribs in the pile bodies through the main rib anchor holes. The invention further provides a construction method of the precast pile underground diaphragm wall. The construction method of the precast pile underground diaphragm wall has the beneficial effects that construction vibration is small, the noise is low, the rigidity of the wall is large, the anti-seepage performance is good, construction is convenient, and the perpendicularity of the wall can reach 99.9%; the construction method can be widely applied to construction of various soil foundations and underground diaphragm wall supporting structures and meet the requirements for standardization and housing industrialization, and the construction cost can be reduced by 30%.
Description
Technical field
The present invention relates to a kind of pilework and construction method thereof, particularly a kind of precast pile type underground diaphragm wall concrete precast pile and construction method.
Background technology
Ground-connecting-wall, as a kind of space enclosing structure of underground construction, is applied very extensive in deep-foundation pit engineering.Both can as interim gear soil, water-stopping structure, also can replace outer wall of basement becomes permanent underground structure.
Diaphragm wall is owing to arranging and below ground, and the degree of depth reaches tens meters, and even more than l00 rice, subterranean wall is darker, also more affects by ground water seepage.Trace it to its cause, transfer joint for convenience, leave certain gap between joint and cell wall, when transferring reinforcing cage after-pouring, the concrete of fluid form can be walked around joint and flow to another section of adjacent reinforcing cage place.When building next section again, the concrete of newly building cannot form one with the concrete to stream before, and both can cause forming seam difference in setting time, and seam becomes the main cause that diaphragm wall leaks.
Traditional Diaphragm Wall Support Structure form reasonable stress, but there is complicated construction technique, mud contamination is serious, long in time limit, high cost defect, is thus in recent years progressively poured a supporting and protection structure form and substitutes.Relative diaphragm wall, castinplace pile supporting and protection structure has less pollution, more casual labourer's phase and the more advantage such as low cost.But for horizontal force, circular irrigation pilework receive strength rationality can not show a candle to rectangle continuous underground wall structure.
Summary of the invention
For the technological deficiency of above-mentioned existence, the object of this invention is to provide a kind of precast pile type underground diaphragm wall concrete precast pile and construction method, be beneficial to more low-carbon environment-friendly, more casual labourer's phase, more low cost, the precast pile type underground diaphragm wall of stay-in-grade Underground Space Excavation supporting and protection structure form, has good social benefit and promotional value.
For achieving the above object, the invention provides a kind of precast pile type underground diaphragm wall concrete precast pile, described concrete precast pile includes concrete, prestressed steel bar, stirrup, reinforcing bar, junction plate, main muscle anchor hole, thus form the concrete precast pile of hollow, the cross section of described concrete precast pile is square or rectangle, two end faces of concrete precast pile are connected with junction plate, wherein: described concrete prefabricated pile body is more than two, the sidewall that any two positions of concrete precast pile pile body is corresponding is respectively equipped with the water stopping trough of indent, water stopping trough shape, size is identical, the length of water stopping trough is the 2/5-4/5 of pile body length, gelling sealing material is filled with in water stopping trough, junction plate has main muscle anchor hole, junction plate is connected with the main muscle in pile body by main muscle anchor hole.
A kind of construction method of precast pile type underground diaphragm wall is provided simultaneously.
Effect of the present invention is that the method Construction Vibration is little, noise is low, wall stiffness is large, barrier performance is good, constructability, wall body vertical degree can reach 99.9%, to around ground undisturbed, very wide to the accommodation of soil, be widely used in foundation construction and the Diaphragm Wall Support Structure of various soil property, ensure the quality of products, meet the requirement of standardization and housing industrialization, save construction cost 30%, there is good social benefit, economic benefit and promotional value.
Accompanying drawing explanation
Fig. 1 is precast pile type underground diaphragm wall construction method schematic flow sheet of the present invention;
Fig. 2 is precast pile type underground diaphragm wall structural representation of the present invention;
Fig. 3 is precast pile type underground diaphragm wall end face transversary schematic diagram of the present invention;
Fig. 4 is precast pile type underground diaphragm wall structural representation of the present invention.
In figure:
1, preformed pile pile body 2, junction plate 3, main muscle anchor hole 4, main muscle
5, gelling sealing material 6, concrete seven, water stopping trough
Detailed description of the invention
By reference to the accompanying drawings precast pile type underground diaphragm wall concrete precast pile of the present invention and construction method are illustrated.
Precast pile type underground diaphragm wall concrete precast pile of the present invention, described concrete precast pile includes concrete, prestressed steel bar, stirrup, reinforcing bar, junction plate, main muscle anchor hole, thus form the concrete precast pile of hollow, the cross section of described concrete precast pile is square or rectangle, two end faces of concrete precast pile pile body 1 are connected with junction plate 2, described concrete precast pile pile body 1 is more than two, the sidewall that any two positions of concrete precast pile pile body 1 is corresponding is respectively equipped with the water stopping trough 7 of indent, water stopping trough 7 shape, size is identical, the length of water stopping trough 7 is the 2/5-4/5 of pile body length, gelling sealing material 5 is filled with in water stopping trough 7, described gelling sealing material is mortar, one of cement paste or other gelling sealing material.Junction plate has main muscle anchor hole 3, and junction plate 2 is connected with the main muscle in pile body by main muscle anchor hole.
The construction method of precast pile type underground diaphragm wall of the present invention, the method uses deep trouth excavation machinery, hangs an equipment, grouting equipment is constructed, and the step of the method includes:
A. construction of guide wall: what technique made diaphragm wall routinely leads wall, inside and outside pre-construction diaphragm wall, wall led by both sides "] [" type of constructing in advance, and it is consistent with natural terrace to lead wall absolute altitude suitable for reading;
B. grooving: carry out trenching construction by deep trouth excavation machinery, adopts bentonite slurry to carry out retaining wall in groove section during grooving;
C. handling preformed pile enters groove: enter groove by crane handling concrete precast pile, adopt hammering method or static pressure method technique, when inserting concrete precast pile, the Cao Duan center of concrete precast pile alignment procedures b grooving must be made, guarantee concrete precast pile vertically and exactly in insertion groove; When concrete precast pile enters in groove, necessary alignment slot section center, preformed pile suspension centre center, then slowly decline, will control concrete precast pile must not have transverse shakiness simultaneously, prevents from causing landslip of the sides of the trench; If concrete precast pile can not, smoothly in insertion groove, again should hang out, hang after if desired repairing groove again, not allow concrete precast pile to be done free falling and impact by force in insertion groove; Strict control concrete precast pile bury absolute altitude+10--5mm underground;
D. injection hole sealing: the water stopping trough on concrete precast pile sidewall adjacent is between two combined into a sealing hole relatively, injects gelling sealing material in described sealing hole, namely with the space of guide groove injects gelling sealing material outside described preformed pile simultaneously;
E. slurry bonding forms continuous body of wall: after the sclerosis of gelling sealing material is solidified, and concrete precast pile to be bondd chain one-tenth entirety with cementation method, makes preformed pile and guide groove compact siro spinning technology form diaphragm wall.
Steps d. in the cavity that formed by water stopping trough on pile body of at least plural concrete precast pile pile body, fill the overall diaphragm wall of the chain formation of gelling sealing material in cavity.
As shown in Figure 2,3, precast pile type underground diaphragm wall concrete precast pile of the present invention is made up of concrete precast pile pile body 1, water stopping trough 7, gelling sealing material 5.Shaping through centrifugal forming, vibration moulding or alternate manner after fluid concrete 6, adopt stream curing or natural curing to prepare the preformed pile of single individuality.Preformed pile pile body 1 is the concrete prefabricated pile body of hollow, this pile body cross section can be square or rectangle, two end faces of preformed pile pile body 1 are connected with junction plate 2, any two corresponding lateral walls of preformed pile pile body 1 there is water stopping trough 7, the length of water stopping trough 7 is the 2/5-4/5 of pile body length, water stopping trough 7 shape on two corresponding sidewalls, size are identical, and water stopping trough is indent, and water stopping trough 7 is more than two and is arranged parallel to each other with the longitudinal knuckle line of pile body.Gelling sealing material 5 is marked with in water stopping trough 7.Junction plate 2 has main muscle anchor hole 3, and junction plate 2 is connected with main muscle 4 by main muscle anchor hole 3, and main muscle 4 also can be steel strand, or junction plate 2 is directly connected with nonprestressed reinforcement.When prestressed steel bar or steel strand and nonprestressed reinforcement are simultaneously as main muscle, also nonprestressed reinforcement can be fixed on prestressed steel bar or steel strand, be conducive to improving pile body cross section anti-bending bearing capacity moment of flexure.
As shown in Figure 1, precast pile type underground diaphragm wall construction method of the present invention is achieved in that
A. construction of guide wall: what technique made diaphragm wall routinely leads wall, inside and outside pre-construction diaphragm wall, wall led by both sides "] [" type of constructing in advance, and it is consistent with natural terrace to lead wall absolute altitude suitable for reading;
B. grooving: carry out trenching construction by deep trouth excavation machinery, adopts bentonite slurry to carry out retaining wall in groove section during grooving;
C. handling preformed pile enters groove: enter groove by crane handling concrete precast pile, adopt hammering method or static pressure method technique, when inserting concrete precast pile, the Cao Duan center of concrete precast pile alignment procedures b grooving must be made, guarantee concrete precast pile vertically and exactly in insertion groove; When concrete precast pile enters in groove, necessary alignment slot section center, preformed pile suspension centre center, then slowly decline, will control concrete precast pile must not have transverse shakiness simultaneously, prevents from causing landslip of the sides of the trench; If concrete precast pile can not, smoothly in insertion groove, again should hang out, hang after if desired repairing groove again, not allow concrete precast pile to be done free falling and impact by force in insertion groove; Strict control concrete precast pile bury absolute altitude+10--5mm underground;
D. injection hole sealing: the water stopping trough on concrete precast pile sidewall adjacent is between two combined into a sealing hole relatively, injects gelling sealing material in described sealing hole, namely with the space of guide groove injects gelling sealing material outside described preformed pile simultaneously;
E. slurry bonding forms continuous body of wall: after the sclerosis of gelling sealing material is solidified, and concrete precast pile to be bondd chain one-tenth entirety with cementation method, makes preformed pile and guide groove compact siro spinning technology form diaphragm wall.
In work progress, adjacent two preformed piles are implanted projected depth with construction machinery by designing requirement under the effect of guiding device, water stopping trough on preformed pile sidewall adjacent between two unites two into one and forms sealing hole, in this hole, inject gelling sealing material, can be mortar, cement paste or other only gelling sealing material.Length due to water stopping trough is the 2/5-4/5 of pile body length, planting in a process and can effectively stoping the soil body to pour in water stopping trough, when when injecting sealing material in water stopping trough, also can be strapped in ideal range by sealing material, to improve its utilization rate.After gelling sealing material 5 sclerosis is solidified, preformed pile to bond chain one-tenth entirety with cementation method by its gelling property, form diaphragm wall, this not only can realize gear soil simultaneously and sealing once completes, the more important thing is under the effect of gelling sealing material, pile body adjacent is between two bonded together, and makes that the preformed pile of single individuality is chain defines complete diaphragm wall, reaches effect of water-stop curtain.The present invention is application centrifugal molding process factorial praluction, and can apply high-strength concrete and high tensile reinforcement, meet housing industrialization requirement, more common precast concrete pile has more high-bearing capacity, and effects of energy conservation and environmental protection is obvious.
As shown in Figure 4, for precast pile type underground diaphragm wall structural representation of the present invention, water stopping trough 7 on concrete precast pile pile body 1 sidewall adjacent is between two combined into a sealing hole relatively, in described sealing hole, inject gelling sealing material 5, outside described preformed pile, namely with the space of guide groove 8 inject gelling sealing material 5 simultaneously; After gelling sealing material 5 sclerosis is solidified, concrete precast pile pile body 1 to be bondd chain one-tenth entirety with cementation method, make preformed pile pile body 1 and guide groove compact siro spinning technology form diaphragm wall.
Claims (4)
1. a precast pile type underground diaphragm wall concrete precast pile, described concrete precast pile includes concrete, prestressed steel bar, stirrup, reinforcing bar, junction plate, main muscle anchor hole, thus form the concrete precast pile of hollow, the cross section of described concrete precast pile is square or rectangle, two end faces of concrete precast pile are connected with junction plate, it is characterized in that: described concrete prefabricated pile body is more than two, the sidewall that any two positions of concrete precast pile pile body is corresponding is respectively equipped with the water stopping trough of indent, water stopping trough shape, size is identical, the length of water stopping trough is the 2/5-4/5 of pile body length, gelling sealing material is filled with in water stopping trough, junction plate has main muscle anchor hole, junction plate is connected with the main muscle in pile body by main muscle anchor hole.
2. precast pile type underground diaphragm wall concrete precast pile according to claim 1, is characterized in that: described gelling sealing material is mortar, one of cement paste or other gelling sealing material.
3. the construction method of precast pile type underground diaphragm wall according to claim 1, the method uses deep trouth excavation machinery, hangs an equipment, grouting equipment is constructed, and the step of the method includes:
A. construction of guide wall: what technique made diaphragm wall routinely leads wall, inside and outside pre-construction diaphragm wall, wall led by both sides "] [" type of constructing in advance, and it is consistent with natural terrace to lead wall absolute altitude suitable for reading;
B. grooving: carry out trenching construction by deep trouth excavation machinery, adopts bentonite slurry to carry out retaining wall in groove section during grooving;
C. handling preformed pile enters groove: enter groove by crane handling concrete precast pile, adopt hammering method or static pressure method technique, when inserting concrete precast pile, the Cao Duan center of concrete precast pile alignment procedures b grooving must be made, guarantee concrete precast pile vertically and exactly in insertion groove; When concrete precast pile enters in groove, necessary alignment slot section center, preformed pile suspension centre center, then slowly decline, will control concrete precast pile must not have transverse shakiness simultaneously, prevents from causing landslip of the sides of the trench; If concrete precast pile can not, smoothly in insertion groove, again should hang out, hang after if desired repairing groove again, not allow concrete precast pile to be done free falling and impact by force in insertion groove; Strict control concrete precast pile bury absolute altitude+10--5mm underground;
D. injection hole sealing: the water stopping trough on concrete precast pile sidewall adjacent is between two combined into a sealing hole relatively, injects gelling sealing material in described sealing hole, namely with the space of guide groove injects gelling sealing material outside described preformed pile simultaneously;
E. slurry bonding forms continuous body of wall: after the sclerosis of gelling sealing material is solidified, and concrete precast pile to be bondd chain one-tenth entirety with cementation method, makes preformed pile and guide groove compact siro spinning technology form diaphragm wall.
4. precast pile type underground diaphragm wall construction method according to claim 1, it is characterized in that: steps d. in the cavity that formed by water stopping trough on pile body of at least plural concrete precast pile pile body, fill the overall diaphragm wall of the chain formation of gelling sealing material in cavity.
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| CN201510769908.3A CN105369799A (en) | 2015-11-12 | 2015-11-12 | Concrete precast pile of precast pile underground diaphragm wall and construction method of precast pile underground diaphragm wall |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106088081A (en) * | 2016-07-25 | 2016-11-09 | 天津建城基业集团有限公司 | A kind of pretensioned prestressing centrifugal forming high-strength concrete prefabricated hollow I shape support pile |
| CN106638621A (en) * | 2017-02-13 | 2017-05-10 | 上海强劲地基工程股份有限公司 | Implanting method of prefabricated plate pile |
| CN109577314A (en) * | 2018-11-22 | 2019-04-05 | 浙江吉通地空建筑科技有限公司 | Canal formula soil cement interpolation assembled underground connects wall prestressing force wallboard |
| CN113605369A (en) * | 2021-08-24 | 2021-11-05 | 中国建设基础设施有限公司 | Underground continuous wall and construction method thereof |
| CN116791594A (en) * | 2023-06-19 | 2023-09-22 | 中铁一局集团(广州)建设工程有限公司 | Permanent-face combined assembled diaphragm wall, preparation device and diaphragm wall construction method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002146774A (en) * | 2000-11-13 | 2002-05-22 | Tekken Constr Co Ltd | Soil-cement column-row wall construction method |
| CN101200900A (en) * | 2007-12-17 | 2008-06-18 | 颜小荣 | Construction method of water-stopping combined continuous wall prefabricated by centrifugal process |
| CN202482889U (en) * | 2012-02-14 | 2012-10-10 | 云南中技管桩有限公司 | Underground diaphragm wall of interlocked prefabricated pile |
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2015
- 2015-11-12 CN CN201510769908.3A patent/CN105369799A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002146774A (en) * | 2000-11-13 | 2002-05-22 | Tekken Constr Co Ltd | Soil-cement column-row wall construction method |
| CN101200900A (en) * | 2007-12-17 | 2008-06-18 | 颜小荣 | Construction method of water-stopping combined continuous wall prefabricated by centrifugal process |
| CN202482889U (en) * | 2012-02-14 | 2012-10-10 | 云南中技管桩有限公司 | Underground diaphragm wall of interlocked prefabricated pile |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106088081A (en) * | 2016-07-25 | 2016-11-09 | 天津建城基业集团有限公司 | A kind of pretensioned prestressing centrifugal forming high-strength concrete prefabricated hollow I shape support pile |
| CN106638621A (en) * | 2017-02-13 | 2017-05-10 | 上海强劲地基工程股份有限公司 | Implanting method of prefabricated plate pile |
| CN106638621B (en) * | 2017-02-13 | 2018-08-24 | 上海强劲地基工程股份有限公司 | A kind of implantation of prefabricated sheet pile |
| CN109577314A (en) * | 2018-11-22 | 2019-04-05 | 浙江吉通地空建筑科技有限公司 | Canal formula soil cement interpolation assembled underground connects wall prestressing force wallboard |
| CN113605369A (en) * | 2021-08-24 | 2021-11-05 | 中国建设基础设施有限公司 | Underground continuous wall and construction method thereof |
| CN116791594A (en) * | 2023-06-19 | 2023-09-22 | 中铁一局集团(广州)建设工程有限公司 | Permanent-face combined assembled diaphragm wall, preparation device and diaphragm wall construction method |
| CN116791594B (en) * | 2023-06-19 | 2024-03-26 | 中铁一局集团(广州)建设工程有限公司 | Permanent-face combined assembled diaphragm wall, preparation device and diaphragm wall construction method |
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