CN101560767A - Method for connecting slotted sections in underground construction of diaphragm wall - Google Patents
Method for connecting slotted sections in underground construction of diaphragm wall Download PDFInfo
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- CN101560767A CN101560767A CNA2009100393851A CN200910039385A CN101560767A CN 101560767 A CN101560767 A CN 101560767A CN A2009100393851 A CNA2009100393851 A CN A2009100393851A CN 200910039385 A CN200910039385 A CN 200910039385A CN 101560767 A CN101560767 A CN 101560767A
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Abstract
The invention discloses a method for connecting slotted sections in underground construction of diaphragm wall of 'deep wall, large thickness and needing rock-socketed' applied to large acale bridges and construction foundation pit excavation. The method comprises the following steps: establishing a guide wall and a construction platform; constructing I phase slotted section of the diaphragm wall; constructing of a slotted eye of II phase slotted section of the diaphragm and jagged section surface of the I phase slotted section; forming an underground diaphragm wall; cleaning and brushing the wall of the II phase slotted section repeatedly up and down by a special steel brush carried by a hydraulic grab, until the steel brush does not have obvious spare, deposit on the bottom of the eye does not increase; releasing a reinforcing cage and casting concrete so as to complete the connection of I phase slotted section and II phase slotted section after the II phase slotted section is completed; forming a complete diaphragm wall after connection. After the method is adopted, the progress of the construction of the underground diaphragm wall is greatly improved; construction cost is saved; construction problems, such as concrete circumferential motion prevention, water seepage in seam and the like can be completely solved by the jagged connection section so as to improve construction quality and safety reliability.
Description
Technical field
The present invention relates to construction of continuous concrete wall method in a kind of large bridge, the building foundation pit excavation, specifically be meant the method that the groove section connects in the construction of diaphragm wall of " body of wall is dark, and thickness is big, needs the embedding rock " of a kind of large bridge, building.
Background technology
The joint geometry of tradition diaphragm wall commonly used mainly contains the connection of Drilling method, the junction block method connects and water stop structure is set in seam and be rigidly connected structure etc.Wherein connect with the junction block method and the most see more, when adopting this kind method, ultra-deep underground continuous wall fore shaft pipe works that to pull out difficulty big.Estimate according to initial experience, under desirable plumbness, pulling the fore shaft pipe deadweight that the fore shaft pipe need overcome just reaches more than 600 tons with sidewall soil frictional resistance sum, the so big power of pulling all is sizable to fore shaft pipe self with the test of leading the wall bearing capacity, because of pipe shaft material welding processing quality or lead wall back seat insufficient strength and cause the fore shaft pipe to pull off or the risk probability of pipe laying will greatly increase, so because dark bigger factor of wall, for super dark rock-socketed underground continuous wall construction, tube drawing is difficulty very, need rigidity very big lead wall, and Chang Yinwei extubation time, the construction prediction scheme, reasons such as tube drawing machinery cause difficulty in decannulation, influence construction quality, cause concrete anti-streaming, construction such as seam infiltration phenomenon, adopt conventional underground continuous wall connector job practices construction complicated, long in time limit, of poor quality, safety is difficult to be guaranteed, and has directly restricted ground continuous wall base and has applied on bases such as large bridges.
Summary of the invention
In order to overcome above-mentioned deficiency, the object of the present invention is to provide a kind of simple in structure, the construction period is short, construction quality is high, the groove section connects in the construction of diaphragm wall of safety and reliability method.
For solving the problems of the technologies described above, the technical solution adopted in the present invention is: the method that the groove section connects in the construction of diaphragm wall, and it may further comprise the steps:
1. set up and lead wall and operation platform: make up " L " shape reinforced concrete structure in the inside and outside both sides of diaphragm wall position and lead wall, and on the ground and be positioned at the next door of leading wall certain thickness reinforced concrete construction platform is set, to satisfy big machinery construction needs;
2. the I phase groove section of diaphragm wall construction: I phase groove section has a plurality of groove sections equidistantly spaced apart to constitute, I phase groove section begins to take shape interrupted diaphragm wall, position, space between the wall is led in the position of diaphragm wall just twice, adopt impact machine to carry out trenching construction in the position of diaphragm wall, groove depth guarantees to embed the weathered rocks layer depth and is not less than 5m, slotted eye requirement control hole slope must not be greater than the 1/300 slotted eye degree of depth, when impact machine construction after design the position, rock stratum, adopt slotter to repair hole and the work of clear hole, reinforcing cage is put in the groove inlet section and then and vertical pvc pipe is set, carry out concreting at last as guider at the two ends of reinforcing cage;
3. the construction of the zigzag section face of the slotted eye of the II phase groove section of diaphragm wall and I phase groove section: adopt impact machine that this interstitial site of each groove section of I phase groove section is carried out trenching construction, construct to design attitude at the circulation impact machine, adopt slotter that two section faces of each groove section concrete in the I phase groove section are carried out milling up and down, the section of making face forms zigzag;
4. the formation of diaphragm wall: adopt hydraulic grab with special steel brush the cell wall of II phase groove section is cleaned with water up and down repeatedly, no obvious spare on steel brush, alluvial no longer increases at the bottom of the hole, carry out then that reinforcing cage is transferred and concreting, after this moment, II phase groove section was finished, just finish being connected of I phase groove section and II phase groove section, just formed the complete and continuous wall after the connection.
Beneficial effect of the present invention is: set up and lead wall, it mainly acts on: 1) control ground-connecting-wall construction precision: lead wall and be axis, the absolute altitude of ground-connecting-wall, the control benchmark of verticality, also be the datum of the mechanical initial location of fluting, its construction precision directly has influence on the grooving quality of ground-connecting-wall; 2) retaining soil, dash effect: ground-connecting-wall construction equipment Heavy Weight, caused very big additional soil pressure to leading wall and operation platform ground.Lead wall and play retaining soil and make stable in order near the soil body protection notch, prevent that the soil body from caving in, operation platform is distributed to the working load on top on the ground.In addition, lead the pollution of the waste water of wall in can preventing to construct, rainwater to mud in the groove; 3) keep the effect of stablizing the mud liquid level: lead and hold mud within the walls, make the mud face exceed groundwater table 1.2～2.0m of construction period, could guarantee that like this cell wall is stable.The two ends of reinforcing cage are provided with pvc pipe as guider, avoid milling in the work progress of II phase groove section I phase groove reinforcing cage.On construction quality, replace traditional main equipments such as junction block with milling joint, owing to adopt the construction of hydraulic pressure slotter, mill wheel continuous concrete cutting engrail in the process of rotation with I phase groove, this is equivalent to the effect at original concrete surface hacking, can combine with I phase groove concrete well when building the concrete of II phase groove, form the good joint of watertightness, it is comparatively desirable a kind of continuous wall connector form, fully guaranteed of the handing-over of diaphragm wall body of wall in joint location, with concrete anti-the streaming of thorough solution, construction difficult problems such as seam infiltration have guaranteed construction quality.In addition, simple because reinforcing cage is made, hang easily, do not need the tapered end pipe to lay and pull out, can save a lot of engineering times; Cover mills joint by the two-wheel milling, and whole milling speed is high compared with traditional grooving equipment; The probability of appearance accident is very low, effectively guarantee the normal operation of construction, improved the progress of construction of diaphragm wall greatly, in addition, do not need the adapter plate steel, do not need to cooperate the equipment of tapered end pipe construction yet, the high duration of overall efficacy is short, cost is lower naturally, has cancelled the working design prediction scheme of body of wall seam high-pressure rotary-spray sealing simultaneously, has saved construction cost.
Description of drawings
Below in conjunction with the embodiment in the accompanying drawing invention is described in further detail.
Fig. 1 is the working drawing that wall and operation platform are led in foundation of the present invention;
Fig. 2 is the sectional view along the A-A line shown in Figure 1;
Fig. 3 is the I phase groove section working drawing of diaphragm wall of the present invention;
Fig. 4 is the sectional view along the B-B line shown in Figure 3;
Fig. 5 is the connection layout of the I phase groove section and the II phase groove section of amplification shown in Figure 3.
Among the figure: 1, lead wall; 2, diaphragm wall position; 3, operation platform; 4, ground; 5, I phase groove section; 6, II phase groove section; 7, section face; 8, weathered rocks layer.
Specific embodiment
Bridge South branch of a river bridge south, Zhujiang River Huangpu anchor ingot is positioned at southern bank, be gravity anchor ingot, ground-connecting-wall adopts external diameter 73m, internal diameter is 70.6m, wall thickness is the circular configuration of 1.2m, embeds the weathered rocks layer and is not less than 5m, and diaphragm wall is divided into 50 groove sections, totally two kinds of flute profiles, the lap length of II phase and I phase groove section is 0.25m.The method that the groove section connects in the Bridge South anchorage construction of diaphragm wall of Zhujiang River Huangpu, it may further comprise the steps:
1. as shown in Figure 1 and Figure 2, wall and operation platform are led in foundation: the inside and outside both sides of 4 diaphragm wall position 2 make up " L " shape reinforced concrete structure and lead wall 1 on ground, and 4 certain thickness reinforced concrete construction platform 3 is set in the above, to satisfy big machinery construction needs.
2. as shown in Figure 3, Figure 4, the I phase groove section construction of diaphragm wall: I phase groove section 5 has a plurality of groove sections equidistantly spaced apart to constitute, I phase groove section 5 begins to take shape interrupted diaphragm wall, twice are led the position of diaphragm wall just, position, space between the wall, carry out in the work progress of I phase groove section in the position 2 of diaphragm wall, adopt impact machine to carry out trenching construction during at first to each I phase groove section construction, during beginning grooving 2-7 rice, excavation speed is slower, to prevent to run into underground obstacle.In whole grooving process, slotted eye requirement control hole slope must not be greater than the 1/500 slotted eye degree of depth.After whole groove segment digs and puts in place, carry out cleaning bottom of hole, excavate to even out and grab the wall that connects the position and root out the bottom land sediment.Job practices is that regularly an end digs to other end shovel, and whenever mobile 50cm makes to grab to be controlled at same design elevation deeply.After the position, hole arrives weathered rocks layer 8, impact weathering horizon d 8 pore-formings with anti-circulation impact machine again.The impact machine drill bit is not less than 3t, and wire rope is not less than Φ 25mm, and hoist engine is 5t, and the rope hoisting height is 1.5m～3m during impact.The groove section is divided into into 6 working regions, arranges 2 impact machines, can finish I phase groove section basically in four cycles, anti-circulation impact machine adds an amount of yellow mud in the hole in work progress, strengthen indexs such as mud balance, reduce the mud construction cost simultaneously, improve the trenching construction quality.Impact machine construction adopts slotter to repair hole and the work of clear hole after design the position, rock stratum.Groove depth guarantees to embed the weathering migmatite degree of depth and is not less than 5m, reinforcing cage is put in the groove inlet section and at the two ends of reinforcing cage then and vertical pvc pipe is set as guider, carries out concreting at last.
3. the construction of the zigzag section face 7 of the slotted eye of the II phase groove section 6 of diaphragm wall and I phase groove section 5: adopt impact machine that this interstitial site of each groove section of I phase groove section is carried out trenching construction, each groove section is arranged an impact machine, 12 construction areas are set altogether, basically can in two cycles, finish, construct to design attitude at the circulation impact machine, with slotter two section faces of each groove section concrete in the I phase groove section 5 are carried out milling up and down, the concrete milling length of interface is 25cm, the section of making face 7 forms zigzag (as shown in Figure 5), carries out hole clearly with slotter at last.
4. as shown in Figure 5, the formation of diaphragm wall: adopt hydraulic grab with special steel brush the cell wall of II phase groove section 6 is cleaned with water up and down repeatedly, no obvious spare on steel brush, alluvial no longer increases at the bottom of the hole, carry out then that reinforcing cage is transferred and concreting, after this moment, II phase groove section was finished, just finished being connected of I phase groove section 5 and II phase groove section 6, connection length is 25cm, has just formed the complete and continuous wall after the connection.
Claims (1)
1, the method that the groove section connects in a kind of construction of diaphragm wall is characterized in that it may further comprise the steps:
1. set up and lead wall (1) and operation platform (3): the inside and outside both sides of the diaphragm wall position (2) of (4) make up " L " shape reinforced concrete structure and lead wall (1) on ground, and on ground on (4) and be positioned at the next door of leading wall (1) certain thickness reinforced concrete construction platform (3) is set;
2. the I phase groove section (5) of diaphragm wall construction: I phase groove section (5) has a plurality of groove sections equidistantly spaced apart to constitute, I phase groove section begins to take shape interrupted diaphragm wall, adopt impact machine to carry out trenching construction in diaphragm wall position (2), groove depth guarantees to embed weathered rocks layer (8) degree of depth and is not less than 5m, slotted eye requirement control hole slope must not be greater than the 1/300 slotted eye degree of depth, when impact machine construction after design the position, rock stratum, adopt slotter to repair hole and the work of clear hole, reinforcing cage is put in the groove inlet section and then and vertical pvc pipe is set, carry out concreting at last as guider at the two ends of reinforcing cage;
3. the construction of the zigzag section face (7) of the slotted eye of the II phase groove section (6) of diaphragm wall and I phase groove section (5): adopt impact machine that this interstitial site of each groove section of I phase groove section (5) is carried out trenching construction, construct to design attitude at the circulation impact machine, adopt slotter that two section faces (7) of each groove section concrete in the I phase groove section (5) are carried out milling up and down, the section of making face (7) forms zigzag;
4. the formation of diaphragm wall: adopt hydraulic grab with special steel brush the cell wall of II phase groove section (6) is cleaned with water up and down repeatedly, no obvious spare on steel brush, alluvial no longer increases at the bottom of the hole, carry out then that reinforcing cage is transferred and concreting, after II phase groove section this moment (6) is finished, just finish being connected of I phase groove section (5) and II phase groove section (6), just formed the complete and continuous wall after the connection.
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| CNA2009100393851A CN101560767A (en) | 2009-05-12 | 2009-05-12 | Method for connecting slotted sections in underground construction of diaphragm wall |
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| CNA2009100393851A CN101560767A (en) | 2009-05-12 | 2009-05-12 | Method for connecting slotted sections in underground construction of diaphragm wall |
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Cited By (26)
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|---|---|---|---|---|
| CN101824821A (en) * | 2010-05-17 | 2010-09-08 | 中国葛洲坝集团股份有限公司 | Method for building concrete underground continuous wall in bedrock |
| CN101974901A (en) * | 2010-10-22 | 2011-02-16 | 天津深基工程有限公司 | Lateral movably-connecting combined joint pipe of diaphram wall |
| CN102322064A (en) * | 2011-06-30 | 2012-01-18 | 中铁二十局集团有限公司 | Construction method for underground diaphragm wall of deep foundation pit for subway station in collapsible loess areas |
| CN102561316A (en) * | 2012-01-20 | 2012-07-11 | 中国建筑第八工程局有限公司 | Construction method for diaphragm walls |
| CN102720202A (en) * | 2012-07-25 | 2012-10-10 | 徐方敏 | Foundation pit supporting and protecting structure of underground continuous wall and construction method of structure |
| WO2013007968A2 (en) | 2011-07-14 | 2013-01-17 | Coupland John William | Diaphragm wall apparatus and methods |
| CN103132539A (en) * | 2011-12-02 | 2013-06-05 | 上海市基础工程有限公司 | Construction method of underground continuous wall connector cutting |
| CN103343533A (en) * | 2013-07-02 | 2013-10-09 | 上海市基础工程集团有限公司 | Inserting plate device for underground continuous wall sleeve milling construction |
| CN103526778A (en) * | 2012-07-01 | 2014-01-22 | 中冶天工上海十三冶建设有限公司 | Underground diaphragm wall construction method adopting fore shaft pipe joints |
| CN103898900A (en) * | 2014-03-25 | 2014-07-02 | 东南大学 | Concrete-filled steel tube composite structure underground diaphragm wall with pull rods and construction method of underground diaphragm wall |
| CN103924581A (en) * | 2014-03-25 | 2014-07-16 | 东南大学 | Underground continuous wall with prefabricated concrete-filled steel tube composite structure and method for constructing underground continuous wall |
| CN104895049A (en) * | 2015-05-27 | 2015-09-09 | 广西交通科学研究院 | Prefabrication-cast-in-situ mixed underground continuous wall and construction method thereof |
| CN105625299A (en) * | 2016-03-16 | 2016-06-01 | 中冶集团武汉勘察研究院有限公司 | Wallboard type novel underground continuous wall and construction method thereof |
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| CN109653193A (en) * | 2019-01-03 | 2019-04-19 | 中建隧道建设有限公司 | Inversion underground continuous wall construction method |
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| CN110258522A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | The closed ground-connecting-wall for protruding into basement rock encloses well construction |
| CN110258517A (en) * | 2019-06-13 | 2019-09-20 | 广州穗岩土木科技股份有限公司 | A kind of construction method for underground continuous wall connector |
| CN110258521A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | Ground-connecting-wall encloses well construction |
| CN110512593A (en) * | 2019-09-03 | 2019-11-29 | 中国建筑一局(集团)有限公司 | Ultra-deep diaphragm wall structure in sea reclamation area and construction method thereof |
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| CN112962580A (en) * | 2021-03-08 | 2021-06-15 | 中国建筑一局(集团)有限公司 | Underground continuous wall refined roundness connection structure and construction method thereof |
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| CN101824821B (en) * | 2010-05-17 | 2011-08-03 | 中国葛洲坝集团股份有限公司 | Method for building concrete underground continuous wall in bedrock |
| CN101824821A (en) * | 2010-05-17 | 2010-09-08 | 中国葛洲坝集团股份有限公司 | Method for building concrete underground continuous wall in bedrock |
| CN101974901A (en) * | 2010-10-22 | 2011-02-16 | 天津深基工程有限公司 | Lateral movably-connecting combined joint pipe of diaphram wall |
| CN101974901B (en) * | 2010-10-22 | 2011-11-16 | 天津深基工程有限公司 | Lateral movably-connecting combined joint pipe of diaphram wall |
| CN102322064A (en) * | 2011-06-30 | 2012-01-18 | 中铁二十局集团有限公司 | Construction method for underground diaphragm wall of deep foundation pit for subway station in collapsible loess areas |
| WO2013007968A2 (en) | 2011-07-14 | 2013-01-17 | Coupland John William | Diaphragm wall apparatus and methods |
| US9371623B2 (en) | 2011-07-14 | 2016-06-21 | Ccmj Systems Ltd | Diaphragm wall apparatus and methods |
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| CN102561316A (en) * | 2012-01-20 | 2012-07-11 | 中国建筑第八工程局有限公司 | Construction method for diaphragm walls |
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| CN102720202B (en) * | 2012-07-25 | 2014-09-24 | 徐方敏 | Foundation pit supporting and protecting structure of underground continuous wall and construction method of structure |
| CN102720202A (en) * | 2012-07-25 | 2012-10-10 | 徐方敏 | Foundation pit supporting and protecting structure of underground continuous wall and construction method of structure |
| CN103343533A (en) * | 2013-07-02 | 2013-10-09 | 上海市基础工程集团有限公司 | Inserting plate device for underground continuous wall sleeve milling construction |
| CN103924581A (en) * | 2014-03-25 | 2014-07-16 | 东南大学 | Underground continuous wall with prefabricated concrete-filled steel tube composite structure and method for constructing underground continuous wall |
| CN103898900B (en) * | 2014-03-25 | 2016-01-06 | 东南大学 | Band pull bar steel tube-concrete composite structure diaphragm wall and construction method thereof |
| CN103898900A (en) * | 2014-03-25 | 2014-07-02 | 东南大学 | Concrete-filled steel tube composite structure underground diaphragm wall with pull rods and construction method of underground diaphragm wall |
| CN104895049A (en) * | 2015-05-27 | 2015-09-09 | 广西交通科学研究院 | Prefabrication-cast-in-situ mixed underground continuous wall and construction method thereof |
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| US11225769B2 (en) | 2018-02-15 | 2022-01-18 | Ccmj Systems Ltd | Shear key former apparatus and method(s) |
| CN109653193A (en) * | 2019-01-03 | 2019-04-19 | 中建隧道建设有限公司 | Inversion underground continuous wall construction method |
| CN110258517A (en) * | 2019-06-13 | 2019-09-20 | 广州穗岩土木科技股份有限公司 | A kind of construction method for underground continuous wall connector |
| CN110206071A (en) * | 2019-06-18 | 2019-09-06 | 上海建科工程咨询有限公司 | A kind of diaphram wall seam reinforcement means and device |
| CN110206071B (en) * | 2019-06-18 | 2022-07-08 | 上海建科工程咨询有限公司 | Method and device for reinforcing joints of underground continuous wall |
| CN110258521A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | Ground-connecting-wall encloses well construction |
| CN110258522A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | The closed ground-connecting-wall for protruding into basement rock encloses well construction |
| CN110512593A (en) * | 2019-09-03 | 2019-11-29 | 中国建筑一局(集团)有限公司 | Ultra-deep diaphragm wall structure in sea reclamation area and construction method thereof |
| CN111206577A (en) * | 2020-01-15 | 2020-05-29 | 保利长大工程有限公司 | Construction method of steel guide wall foundation of sea area deepwater anchorage foundation |
| CN111206577B (en) * | 2020-01-15 | 2021-12-21 | 保利长大工程有限公司 | Construction method of steel guide wall foundation of sea area deepwater anchorage foundation |
| CN112962580A (en) * | 2021-03-08 | 2021-06-15 | 中国建筑一局(集团)有限公司 | Underground continuous wall refined roundness connection structure and construction method thereof |
| CN112962579A (en) * | 2021-03-08 | 2021-06-15 | 中国建筑一局(集团)有限公司 | Construction method of underground continuous wall of coastal push-filling area |
| CN112962580B (en) * | 2021-03-08 | 2023-01-20 | 中国建筑一局(集团)有限公司 | Underground continuous wall refined roundness connection structure and construction method thereof |
| CN115450314A (en) * | 2022-11-11 | 2022-12-09 | 中国建筑设计研究院有限公司 | Hollow cantilever structure |
| CN115450314B (en) * | 2022-11-11 | 2023-03-24 | 中国建筑设计研究院有限公司 | Hollow cantilever structure |
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