CN102561404A - Steel reinforced concrete column type joint and construction method of underground diaphragm wall using same - Google Patents
Steel reinforced concrete column type joint and construction method of underground diaphragm wall using same Download PDFInfo
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- CN102561404A CN102561404A CN201210069550XA CN201210069550A CN102561404A CN 102561404 A CN102561404 A CN 102561404A CN 201210069550X A CN201210069550X A CN 201210069550XA CN 201210069550 A CN201210069550 A CN 201210069550A CN 102561404 A CN102561404 A CN 102561404A
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Abstract
The invention discloses a steel reinforced concrete column type joint and a construction method of an underground diaphragm wall using the same. The joint comprises a II-shaped section steel (1) and two later-stage groove-section reinforcing cages (3). The construction method mainly comprises the following steps of: (1) construction of the steel reinforced concrete column type joint; (2) construction of the groove section; and (3) reinforcement of a high-pressure rotary spraying pile at the joint. Through the steel reinforced concrete column type joint disclosed by the invention, the overall rigidity and anti-permeation performance of the groove-section connection structure of the underground diaphragm wall are enhanced; through the construction method of the underground diaphragm wall using the same, disclosed by the invention, the construction of the steel reinforced concrete column type joint and the construction of the groove section can be performed in a streamline manner, and the construction efficiency is improved; and moreover, the construction can be all performed according to a closed wall, and the length of the reinforcing cage is reduced, thereby being more favorable for guaranteeing the construction quality and construction period.
Description
Technical field
The present invention relates to a kind of construction of continuous concrete wall method, the construction of continuous concrete wall method that is specifically related to a kind of steel reinforced concrete pillar joint and adopts this joint.
Background technology
Diaphragm wall is meant and utilizes various trench machines, by means of the retaining wall effect of mud, digs out narrow and dark groove underground, and pour into a mould suitable material within it and form have antiseepage (water) together, the continuous underground wall body of retaining soil and weight-bearing function.
The diaphragm wall excavation technology originates from Europe; It is to use the method for mud and tremie concrete to grow up according to well-digging and oil drilling; Nineteen fifty has at first been adopted the slurry coat method construction of diaphragm wall at Milan, ITA; 50 ~ sixties of 20th century, this technology obtained promoting at the western developed country and the former Soviet Union, became otherwise effective technique in the construction of underground construction and deep foundation.1958, China water power department at first in Qingdao red rim of the mouth reservoir built the dam impervious wall with this technology, up to the present, this technology has all successively been used in national most provinces, diaphragm wall 1,200,000 ~ 1,400,000 square metre have been built up in estimation.
Diaphragm wall and has replaced a lot of traditional job practicess, and is used to a lot of aspects of Foundation Design.In its initial stage, all be basically as impervious wall or interim retaining wall.Use many new technologies, new equipment and new material through developing, be used as the part of works now more and more or be used as agent structure, last decade more is used in the large-scale deep-foundation pit engineering.
Existing construction of continuous concrete wall main technique comprises leads wall, mud off, trenching construction, underwater concreting, the processing of wall section joint etc., and efficiency of construction is lower; Wherein wall section joint mainly adopts junction block, i iron joint etc., and for the geological conditions of some more complicated, the integral rigidity and the barrier performance of the wall section connection structure of this type diaphragm wall do not reach designing requirement.
Summary of the invention
Goal of the invention: the objective of the invention is to deficiency to prior art; A kind of integral rigidity of the groove section connection structure that has increased diaphragm wall and the steel reinforced concrete pillar joint of barrier performance are provided, and the construction of continuous concrete wall method that adopts this joint.
Technical scheme: a kind of steel reinforced concrete pillar joint of the present invention; Comprise
tee section shaped steel and two later stage groove section reinforcing cages; Said two later stage groove section reinforcing cages insert respectively in the edge of a wing of said
tee section shaped steel both sides; The inner placing of concrete of said
tee section shaped steel, said later stage groove section reinforcing cage end is provided with broken line shape end socket reinforcing bar.
Further, said
tee section shaped steel adopts steel plate cutting stock, assembly unit to be welded.
Further, the overall height of said
tee section shaped steel is greater than the degree of depth of groove section.
For with said
tee section shaped steel reliable fixation in groove; The certain degree of depth in said
tee section shaped steel insertion groove baseplane; Detect qualified after; Its bottom is built the bottom concrete back cover and is fixed; After the bottom concrete final set; The symmetrical backfill dregs of
tee section shaped steel periphery, after-pouring
tee section shaped steel inner chamber concrete is accomplished in the dregs backfill.
Further, the bending angle of end socket reinforcing bar confirms that according to field lofting the length of the broken line length of side on the said end socket reinforcing bar top length of side and both sides is confirmed by field lofting.
This invention also comprises the construction of continuous concrete wall method that adopts above-mentioned joint, comprises the steps:
(1) steel reinforced concrete pillar joint construction comprises following operation: (1-1) making of steel column; (1-2) steel reinforced concrete pillar joint location, grooving; (1-3) steel reinforced concrete pillar joint build-in hole construction; (1-4) mount type steel column; (1-5) the post bottom pour mold is built concrete; (1-6) backfill dregs in both sides behind the concrete initial set; (1-7) concrete final set after-pouring post inner concrete; (1-8) the inspection top is fixed;
(2) groove section construction comprises following operation: (2-1) processing of reinforcing cage; (2-2) location of wall chase, grooving; (2-3) the clear end of wall chase, brush wall; (2-4) lifting reinforcing cage; (2-5) build the groove section concrete;
(3) the joint high-pressure rotary jet grouting pile is strengthened, and each underground continuous wall groove segment steel reinforced concrete pillar joint adopts one group of high-pressure rotary jet grouting pile to strengthen handling, and the degree of depth is dark with wall;
Wherein, the said steel reinforced concrete pillar of step (1) joint construction separates with the said groove section construction of step (2) to be carried out, and at first finishing type steel concrete pillar joint construction treats that the joint backfill carries out the groove section again after fixed and construct.
In order to guarantee the pouring quality of post base concrete, in operation (1-5), the post bottom pour mold is built and is carried out clearly the hole before the concrete earlier and change slurry.
In order further to improve the technical scheme of operation (1-7), in operation (1-7), backfill both sides dregs pushes up to leading wall after building post inner concrete elder generation's removing before bottom mud sediment, building completion.
Further, before operation (2-5) is built the groove section concrete, should clear up the bottom land sediment earlier and replace old mud, till sediment and quality of mud fluid compliant required standard.
Preferably, said step (2) is all according to closed width of cloth construction.
The present invention compared with prior art; Its beneficial effect is: a kind of steel reinforced concrete pillar joint of the present invention has increased the integral rigidity and the barrier performance of the groove section connection structure of diaphragm wall; Simultaneously the construction of continuous concrete wall method of this joint of employing of the present invention construction of steel reinforced concrete pillar joint and groove section are constructed can continuous productive process; Improve efficiency of construction; And can be all according to closed width of cloth construction, length of reinforcing cage shortens, and more helps guaranteeing construction quality and duration.
Description of drawings
Fig. 1 is the generalized section of steel reinforced concrete pillar joint of the present invention.
Fig. 2 is the partial enlarged drawing of end socket reinforcing bar of the present invention.
Fig. 3 is the sketch map at the bottom of the steel column insertion groove of the present invention.
Fig. 4 is the horizontal section sketch map of the diaphragm wall of employing steel reinforced concrete pillar joint of the present invention.
Fig. 5 is the A-A generalized section of Fig. 4.
The specific embodiment
Be elaborated in the face of technical scheme of the present invention down, but protection scope of the present invention is not limited to said embodiment.
Shown in Fig. 1 to 3; A kind of steel reinforced concrete pillar joint comprises
tee section shaped steel 1 and two later stage groove section reinforcing cages 3; Said two later stage groove section reinforcing cages 3 insert in the edge of a wing of said
tee section shaped steel 1 both sides; Said
tee section shaped steel 1 inner placing of concrete; Said later stage groove section reinforcing cage 3 ends are provided with broken line shape end socket reinforcing bar; Said
tee section shaped steel 1 adopts steel plate cutting stock, assembly unit to be welded; And its overall height is greater than the degree of depth of groove section; The certain degree of depth in while said
tee section shaped steel 1 insertion groove baseplane; Detect qualified after; Its bottom is built bottom concrete 8 back covers and is fixed; After bottom concrete 8 final set;
tee section shaped steel 1 peripheral symmetrical backfill dregs 9; After-pouring
tee section shaped steel inner chamber concrete is accomplished in dregs 9 backfills; Wherein the bending angle of end socket reinforcing bar 4 is confirmed according to field lofting, and the broken line length of side 6 on the said end socket reinforcing bar 4 top length of sides and both sides and 7 length are confirmed by field lofting.
Adopt the construction of continuous concrete wall method of above-mentioned joint, comprise the steps:
One, steel reinforced concrete pillar joint construction.
(1) 12mm steel plate cutting stock is adopted in the making of steel column, and shop splice is welded into one section of 20m; Welding standard is: two block plates are beaten " V " word groove, and full weld welds high 8mm; Every steel column stake divides three sections compositions, and the steel column spreading carries out at the scene, and butt weld is " Z " font; Be that frange plate weld seam horizontal level staggers each other, guarantee steel column global formation quality.
(2) steel reinforced concrete pillar joint location, grooving, measuring flume section framing position, red lacquer is got ready, then at mark position electric drill pore-forming, buries steel bar end underground as the fluting central point; With the center of steel column center as groover excavation location, according to the wall crest elevation of leading of measuring gained, confirm the grooving degree of depth, groover is originally grabbed according to the operational procedure excavation, becomes trough end behind the sediment of cleaning bottom; In the grooving process, every at a distance from the interior quality of mud fluid of groove of 2h detection, for the adjustment in time of defective mud, guarantee groove section soil stabilization.
(3) steel reinforced concrete pillar joint build-in hole construction, grab chute forming adopt rotary drilling rig to draw hole 1.4m downwards at the steel column correspondence position after design the bottom land height, form the build-in hole of diameter 1m, dark 1.4m.
(4) mount type steel column, steel column bottom 1m frange plate surpasses the web part and cuts off, and divides into according to Hoisting Program lifting, alignment slot section center, steel column center; Steel column bottom 1m embeds Spiral digging machine and draws in the build-in hole; Bottom 0.4m at the bottom of the hole is fixed in steel column and leads on the wall, makes steel column be in unsettled vertical stable state; After steel column is divided into completion; In fixed forward capable ultrasound examination, mainly detect cell wall verticality and steel column verticality, reach fixing again behind the criterion of acceptability; On four side wings of steel column top according to the position opening that calculates gained; I iron is passed four opening cross-arms in leading on the wall; For preventing the steel column displacement, use L type angle steel and lead wall and use the expansion bolt fixation, with i iron all steel columns are drawn along the horizontal embedding of ground-connecting-wall direction again.
(5) the post bottom pour mold is built concrete, begins to install conduit after fixing, clear hole equipment is installed, and adopts the direct circulation method to carry out clearly the hole and changes slurry, notes in time mending slurry, and the mud face must not be lower than and leads following the 2m of wall in the post, and 5m is built in the completion of clear hole
3Concrete is full of groove section bottom, and the steel column bottom is imbedded in the concrete; Build after accomplishing through checking the actual building-in depth and the build-in effect of the inside and outside concrete surface height judgement of post steel column.
(6) backfill dregs in both sides behind the concrete initial set; Dregs equably backfill in the steel column both sides; Use the slow backfill of digging machine; Keep the even with synchronously of both sides backfill height, backfill notices in the backfilling process that highly to leading the metope height mud is also through impurity in the desander filtering mud in the timely accumulator tank.
(7) concrete final set after-pouring post inner concrete, backfill are accomplished concrete in the after-pouring post, adopt the direct circulation method to remove the bottom mud sediment before building, build accomplish concrete after backfill both sides dregs to leading the wall top.
(8) the inspection top is fixed.
Two, groove section construction.
(1) processing of reinforcing cage, reinforcing cage guarantee to hang muscle length and lead wall crest elevation to adapt reinforcing cage master muscle crest level deviation compliant and designing requirement all according to closed width of cloth processing; The reinforcing cage dimensioned is guaranteed the designing requirement of reinforcing cage size conforms groove section according to the actual deflection situation of steel column actual pitch and steel column.
(2) wall chase construction, trenching construction adopts mud off technology, and into limit supply mud is dug on the limit; Assurance mud liquid level is not less than leads wall end face 300mm, and in the trenching construction, contaminated mud is in time extracted out; Entering sedimentation basin deposition is replenished new mud at any time in the groove, when mud balance greater than 1.25; When perhaps viscosity was greater than 50s, mud can not re-use, must be discarded; Be drilled in the degree of depth to the bottom land pilot hole of constructing earlier between two square steel posts with revolving to dig, respectively one grab about the construction then; During groover back in place grooving, the grab bucket central plane with lead the wall central plane and match, according to groover operational procedure box cut section, construction sequence: dig repeatedly into, the mud circulation operation, to design elevation, carrying out clearly, the basic skill or training does up to grooving.
(3) the clear end of wall chase, brush wall adopt the clear end of grab bucket, and displacement mud is to the compliant requirement; Promptly grabbing bucket and only grab out the sediment of bottom land and dig no longer down in the clear end of grabbing bucket, pulls the silt particle of bottom land deposition out and with bottoming; Behind grooving to the bottom land design altitude; The folder mud between the steel column wing plate is rooted out in self-control " perching knife " with being installed on the Spiral digging machine drill bit; Clean the surplus mud of webbed side wall with water with " brush wall iron brush ", shovel mud and brush wall all bore drilling rod and pump through revolving to dig, with folder mud full scale clearance in the square steel post wing plate; At last, use the clear groove of grab bucket, the bottom aggradation that causes because of deposition, shovel mud and brush wall is carried out excavating once more; Behind the clear groove, carry out ultrasound examination, inspection groove section width and verticality index; Carry out next process after qualified; As defective, then use groover to continue to repair groove, clear groove, till qualified.
(4) lifting reinforcing cage is according to reinforcing bar cage hoisting scheme lifting, move, Hui Zhi, divide into reinforcing cage.
(5) build the groove section concrete, after good in place the fixing, remove crane under the cage, lay concrete to build frame, divide into the concrete conduit; The clear groove of the anti-circulation of gaslift is installed is changed slurry equipment, begin to clear up the bottom land sediment and replace old mud, till sediment and quality of mud fluid compliant required standard; Adopt the ball float method to build underwater concrete, each groove section is transferred two Φ 320 conduits, conduit spacing 3m; Build in the process control concreting speed and be not less than 2m/ hour, conduit is buried depth 2-6m in concrete, two even blankings of conduit; The concrete surface height is more or less the same in 300mm, in the time of near being filled into the top, because manifold pressure reduces; Tend to take place the conduit inner concrete and be difficult for to flow out phenomenon, should reduce speed of perfusion this moment, and can tube insertion depth suitably be reduced (but must not less than 1.5m); Also can be aided with and twitch conduit up and down, but the twitch amplitude must not surpass 300mm, answers continous pouring with the concrete in the time slot section; Must not interrupt, fully carry out concrete supply work.
Three, joint high-pressure rotary jet grouting pile 10 is strengthened, and each underground continuous wall groove segment steel reinforced concrete pillar joint adopts one group of high-pressure rotary jet grouting pile to strengthen handling, and the degree of depth is dark with wall.
This job practices is the groove section of ground-connecting-wall and separately construction of joint, the steel reinforced concrete column joint of at first constructing, and the earthen backfill groove section of constructing again after fixed between groove, the general time interval is no less than 15 days; Adopt above-mentioned job practices, steel reinforced concrete pillar joint and groove section can continuous productive processes, improve efficiency of construction; Side by side connecting the wall chase section can be all according to closed width of cloth construction, and length of reinforcing cage shortens, and more helps guaranteeing construction quality and duration.
As stated, although represented and explained the present invention that with reference to specific preferred embodiment it shall not be construed as the restriction to the present invention self.Under the spirit and scope of the present invention prerequisite that does not break away from the accompanying claims definition, can make various variations in form with on the details to it.
Claims (10)
1. steel reinforced concrete pillar joint; It is characterized in that; Comprise
tee section shaped steel (1) and two later stage groove section reinforcing cages (3); In the edge of a wing of said two later stage groove section reinforcing cages (3) insert respectively said
tee section shaped steel (1) both sides; The inner placing of concrete of said
tee section shaped steel (1), said later stage groove section reinforcing cage (3) end is provided with broken line shape end socket reinforcing bar.
2. steel reinforced concrete pillar joint according to claim 1; It is characterized in that said
tee section shaped steel (1) adopts steel plate cutting stock, assembly unit to be welded.
3. steel reinforced concrete pillar joint according to claim 1; It is characterized in that the overall height of said
tee section shaped steel (1) is greater than the degree of depth of groove section.
4. steel reinforced concrete pillar joint according to claim 1; It is characterized in that; The certain degree of depth in said
tee section shaped steel (1) insertion groove baseplane; Its bottom has been built bottom concrete (8) back cover and has been fixed; After bottom concrete (8) final set;
peripheral symmetrical backfill dregs of tee section shaped steel (1) (9), dregs (9) backfill are accomplished after-pouring
tee section shaped steel inner chamber concrete.
5. steel reinforced concrete pillar joint according to claim 1; It is characterized in that; The bending angle of said end socket reinforcing bar (4) confirms that according to field lofting the length of the broken line length of side (6,7) on said end socket reinforcing bar (4) the top length of side and both sides is confirmed by field lofting.
6. a job practices that adopts the diaphragm wall of the said steel reinforced concrete pillar of claim 1 joint is characterized in that, comprises the steps:
(1) steel reinforced concrete pillar joint construction comprises following operation:
(1-1) making of steel column;
(1-2) steel reinforced concrete pillar joint location, grooving;
(1-3) steel reinforced concrete pillar joint build-in hole construction;
(1-4) mount type steel column;
(1-5) the post bottom pour mold is built concrete;
(1-6) backfill dregs in both sides behind the concrete initial set;
(1-7) concrete final set after-pouring post inner concrete;
(1-8) the inspection top is fixed;
(2) groove section construction comprises following operation:
(2-1) processing of reinforcing cage;
(2-2) location of wall chase, grooving;
(2-3) the clear end of wall chase, brush wall;
(2-4) lifting reinforcing cage;
(2-5) build the groove section concrete;
(3) the joint high-pressure rotary jet grouting pile is strengthened, and each underground continuous wall groove segment steel reinforced concrete pillar joint adopts one group of high-pressure rotary jet grouting pile to strengthen handling, and the degree of depth is dark with wall;
Wherein, the said steel reinforced concrete pillar of step (1) joint construction separates with the said groove section construction of step (2) to be carried out, and at first finishing type steel concrete pillar joint construction treats that the joint backfill carries out the groove section again after fixed and construct.
7. job practices according to claim 6 is characterized in that, in operation (1-5), the post bottom pour mold is built and carried out clearly the hole before the concrete earlier and change slurry.
8. job practices according to claim 6 is characterized in that, in operation (1-7), backfill both sides dregs pushes up to leading wall after building post inner concrete elder generation's removing before bottom mud sediment, building completion.
9. the job practices of steel reinforced concrete pillar joint continuous concrete wall according to claim 6; It is characterized in that; Before operation (2-5) is built the groove section concrete, should clear up the bottom land sediment earlier and replace old mud, till sediment and quality of mud fluid compliant required standard.
10. the job practices of steel reinforced concrete pillar joint continuous concrete wall according to claim 6 is characterized in that, said step (2) is all according to closed width of cloth construction.
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102733425A (en) * | 2012-07-25 | 2012-10-17 | 江苏华东地质建设集团有限公司 | Metal sheet pile joint for underground diaphragm walls and construction method for metal sheet pile joint |
| CN102936893A (en) * | 2012-10-23 | 2013-02-20 | 天津二十冶建设有限公司 | Construction method for improving waterproof effect of land-wall-connection tenon type joint |
| CN103726513A (en) * | 2013-12-12 | 2014-04-16 | 安徽省建筑科学研究设计院 | Waterproof structure for underground diaphragm wall joint and construction method thereof |
| CN104353266A (en) * | 2014-10-29 | 2015-02-18 | 上海市政工程设计研究总院（集团）有限公司 | Prefabricated assembly type concrete diversion ridge structure for settling tank |
| CN107246003A (en) * | 2017-07-18 | 2017-10-13 | 中交二公局第二工程有限公司 | A kind of device and construction method for improving diaphram wall steel reinforcement cage radial direction perpendicularity |
| CN110185041A (en) * | 2019-05-28 | 2019-08-30 | 浙江大学宁波理工学院 | The supporting waterproof integral structure and its construction method in limit for height place |
| CN110306533A (en) * | 2019-07-05 | 2019-10-08 | 广州穗岩土木科技股份有限公司 | The construction method of steel reinforced concrete column type connector and the joint continuous concrete wall |
| CN113529768A (en) * | 2021-07-28 | 2021-10-22 | 海西州那棱格勒河水利枢纽工程建设管理局 | Construction method of impervious wall |
| CN115162274A (en) * | 2022-08-17 | 2022-10-11 | 四川宇硕建筑工程集团有限公司 | Hydraulic engineering diaphragm wall and construction method thereof |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102733425A (en) * | 2012-07-25 | 2012-10-17 | 江苏华东地质建设集团有限公司 | Metal sheet pile joint for underground diaphragm walls and construction method for metal sheet pile joint |
| CN102936893A (en) * | 2012-10-23 | 2013-02-20 | 天津二十冶建设有限公司 | Construction method for improving waterproof effect of land-wall-connection tenon type joint |
| CN103726513A (en) * | 2013-12-12 | 2014-04-16 | 安徽省建筑科学研究设计院 | Waterproof structure for underground diaphragm wall joint and construction method thereof |
| CN103726513B (en) * | 2013-12-12 | 2016-01-20 | 安徽省建筑科学研究设计院 | Joint waterproof structure of underground diaphragm wall and construction method thereof |
| CN104353266A (en) * | 2014-10-29 | 2015-02-18 | 上海市政工程设计研究总院（集团）有限公司 | Prefabricated assembly type concrete diversion ridge structure for settling tank |
| CN107246003A (en) * | 2017-07-18 | 2017-10-13 | 中交二公局第二工程有限公司 | A kind of device and construction method for improving diaphram wall steel reinforcement cage radial direction perpendicularity |
| CN110185041A (en) * | 2019-05-28 | 2019-08-30 | 浙江大学宁波理工学院 | The supporting waterproof integral structure and its construction method in limit for height place |
| CN110306533A (en) * | 2019-07-05 | 2019-10-08 | 广州穗岩土木科技股份有限公司 | The construction method of steel reinforced concrete column type connector and the joint continuous concrete wall |
| CN113529768A (en) * | 2021-07-28 | 2021-10-22 | 海西州那棱格勒河水利枢纽工程建设管理局 | Construction method of impervious wall |
| CN115162274A (en) * | 2022-08-17 | 2022-10-11 | 四川宇硕建筑工程集团有限公司 | Hydraulic engineering diaphragm wall and construction method thereof |
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