CN103103990A - Underground diaphragm wall construction method utilizing large-diameter reinforced concrete filling pile as connector - Google Patents

Underground diaphragm wall construction method utilizing large-diameter reinforced concrete filling pile as connector Download PDF

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Publication number
CN103103990A
CN103103990A CN2013100415503A CN201310041550A CN103103990A CN 103103990 A CN103103990 A CN 103103990A CN 2013100415503 A CN2013100415503 A CN 2013100415503A CN 201310041550 A CN201310041550 A CN 201310041550A CN 103103990 A CN103103990 A CN 103103990A
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reinforced concrete
cast
place
construction
wall
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胡德均
赵旭光
毛繁
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TIANJIN YIJIANG CONSTRUCTION ENGINEERING Co Ltd
Tianjin Construction Engineering Group (holdings) Co Ltd
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TIANJIN YIJIANG CONSTRUCTION ENGINEERING Co Ltd
Tianjin Construction Engineering Group (holdings) Co Ltd
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Priority to CN2013100415503A priority Critical patent/CN103103990A/en
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Abstract

The invention provides an underground diaphragm wall construction method utilizing a large-diameter reinforced concrete filling pile as a connector. The connector formed by the large-diameter reinforced concrete filling pile is arranged between two cast-in-place underground diaphragm walls, the diameter of the large-diameter reinforced concrete filling pile is not less than 800mm, and reinforcement is carried out to the range of the whole pile. The underground diaphragm wall construction method comprises the following steps: guide wall construction, large-diameter reinforced concrete filling pile construction, heat treatment and still standing, construction of the large-diameter reinforced concrete filling pile and the cast-in-place underground diaphragm walls is carried out in interval sequence, and finally completing a complete underground diaphragm wall structure according to design requirements. The underground diaphragm wall construction method has the advantages that the construction method replaces ground diaphragm wall connector equipment and replaces a part of cast-in-place ground diaphragm wall structure, eliminates the process of being pulled up needed by connector equipment, saves a construction period, and can save concrete cost 85 RMB/m<3> in ground diaphragm wall construction cost. Each ground diaphragm wall is continuous and smooth and does not break, and the leakage problem of the ground diaphragm wall is effectively solved.

Description

Utilize Major diameter reinforced concrete cast-in-place to make the construction method of underground continuous wall of joint width
Technical field
The present invention relates to a kind of construction of diaphragm wall technique, particularly a kind of construction method of underground continuous wall that utilizes Major diameter reinforced concrete cast-in-place to make the joint width.
Background technology
Nineteen fifty Italy's beginning is used Diaphragm Wall in the reservoir dam engineering, China had introduced technique in 1958.The mid-1970s, this technology begins to promote the use of the industries such as building, colliery, municipal administration.
Ground-connecting-wall is used very extensive in deep-foundation pit engineering as a kind of space enclosing structure of underground construction.Both can be used as interim gear soil, water-stopping structure, also can replace outer wall of basement becomes permanent underground structure.
The ground-connecting-wall construction technology mainly is divided into following a few part: construction of guide wall, fabrication of reinforcing cage, mud making, grooving setting-out, grooving, lower locking notch pipe, reinforcing cage hangs and transfer reinforcing cage, lower pulling concrete conduit fluid concrete, pull out locking notch pipe.Wherein, locking notch pipe construction is a bottleneck in the ground-connecting-wall work progress, has directly affected the construction quality of ground-connecting-wall due to the requirement that is subjected to self rigidity and ground-connecting-wall construction technology, is not also effectively solved so far.Towards also coming darker future development, this problem is particularly outstanding along with deep-foundation pit engineering.Through the actual field investigation, mainly there is following problem in the locking notch pipe work progress:
1. the cell wall out of plumb, cause the skew of locking notch pipe position.Due to construction machinery and artificial, become good cell wall always to have two ends off plumb problem in the bottom.This just causes in lower locking notch pipe, and locking notch pipe can not be put according to the position of the sample of putting well in advance, has influence on the width of this width wall and transferring of reinforcing cage.The space, back of locking notch pipe is excessive simultaneously, has strengthened the workload of backfilling of earthwork, also easily produces the problem of spillage.
2. locking notch pipe is fixing unstable, causes locking notch pipe to tilt.Fixing and the lower end, upper end that fixedly comprises of locking notch pipe is fixed: the upper end fixedly is at physical existence, easily control; The lower end is fixing mainly mentions one section of locking notch pipe by loop wheel machine and its free-falling is inserted in soil it is fixed, and this fixing means is controlled proper, and the lower end of locking notch pipe generally can not produce large displacement, but underwater operation quality control difficulty is large.Very easily cause locking notch pipe fixing unstable, cause locking notch pipe to tilt.
3. the problem of backfill after locking notch pipe.After locking notch pipe is transferred, can not be close to the soil body, certain gap is always arranged, must carry out backfilling of earthwork, otherwise concrete be walked around locking notch pipe, will cause to the construction of next width diaphragm wall very large obstacle.But because the gap is less, be full of again mud, backfill is difficult for closely knit.
4. the locking notch pipe level is little to rigidity, and during pouring concrete, lateral pressure is large, and its verticality is difficult to control.In practice of construction, locking notch pipe certainly will cause the fabric width of this width wall to surpass the design width as horizontal-shift occurring, has taken the fabric width of next width wall.The problem that the generation of the generation of this problem and spillage problem has caused the fabric width of closed width to dwindle jointly causes every width ground-connecting-wall vertical abutment joint not straight, and seepage very easily appears in imprecision.
5. pull out the problem of locking notch pipe.Pull out locking notch pipe, the time of grasping concrete initial set is crucial, in practical operation owing to grasping the bad initial setting time, pulled out early and can cause quality accident, it is larger to pull out the bond stress after the concrete coagulation late, makes locking notch pipe be difficult to extract even and pulls off, time-consuming taking a lot of work, also may cause quality accident, be difficult to process.
Summary of the invention
For addressing the above problem, the purpose of this invention is to provide a kind of construction method of underground continuous wall that utilizes Major diameter reinforced concrete cast-in-place to make the joint width, replace the ground-connecting-wall junction device and replace a part of cast-in-place ground-connecting-wall structure, improve the ground-connecting-wall construction quality, to reach safety, economy, saving duration, convenient construction.
For achieving the above object, the technical solution used in the present invention is to provide the construction method of underground continuous wall that utilizes Major diameter reinforced concrete cast-in-place to make the joint width, the joint width that this Major diameter reinforced concrete cast-in-place is done is located between two cast-in-place diaphragm walls, the diameter of Major diameter reinforced concrete cast-in-place is not less than 800mm, be full pile body scope arrangement of reinforcement, the method includes following steps:
Step 1: construction of guide wall
Technique is made the wall of leading of diaphragm wall routinely, and "] [" steel bar concrete guide wall of constructing in advance in the inside and outside both sides of pre-construction diaphragm wall is led wall absolute altitude suitable for reading consistent with natural terrace;
Step 2: Major diameter reinforced concrete cast-in-place construction
The position of Major diameter reinforced concrete cast-in-place is arranged on complete the leading in wall of construction, adopts conventional mud retaining wall technique, and conventional mud retaining wall technique filling pile construction is adopted in construction;
Step 3: timeliness is standing, after the Major diameter reinforced concrete cast-in-place construction is complete, the timeliness that must carry out more than 48 hours is standing, make the soil body of Major diameter reinforced concrete cast-in-place grooving periphery fully return an armful heavy reality, the lower end of Major diameter reinforced concrete cast-in-place is than the long 1500mm of cast-in-place ground-connecting-wall width design length, and fixing real, become the restraining structure of cast-in-place ground-connecting-wall width grooving, skew with both sides inside and outside the plane of controlling cast-in-place ground-connecting-wall width, reach every width ground-connecting-wall continuous strand suitable, not split;
Step 4: Major diameter reinforced concrete cast-in-place and the cast-in-place underground wall width intervening sequences construction that connects, the first width Major diameter reinforced concrete cast-in-place of namely first constructing, during this castinplace pile timeliness is standing, the construction of next the width Major diameter reinforced concrete cast-in-place that closes on, after treating that two width Major diameter reinforced concrete cast-in-places return armful heavy reality, the wall of leading by between two width castinplace piles carries out the construction of the cast-in-place diaphragm wall width of this position; So circulate, form Major diameter reinforced concrete cast-in-place and the cast-in-place underground order that connects the interval construction of wall width, and according to the complete continuous underground wall structure of the final formation of designing requirement.
Effect of the present invention is that this job practices has five aspect effects, the first, replace the ground-connecting-wall junction device and replace a part of cast-in-place ground-connecting-wall structure, remove the operation that junction device need to pull up from, save the duration, and can save approximately 85 yuan/m of concrete expense in the ground-connecting-wall construction cost 3The second, the lower end of Major diameter reinforced concrete cast-in-place connects dark 1500mm, effectively fixedly lower end than ground-connecting-wall, make it to become the restraining structure of cast-in-place ground-connecting-wall width grooving, with the skew of both sides inside and outside the plane of controlling cast-in-place ground-connecting-wall width, reach every width ground-connecting-wall continuous strand suitable, not split; The 3rd, this Major diameter reinforced concrete cast-in-place is full pile body scope arrangement of reinforcement, and lateral rigidity is larger, is far longer than the ground-connecting-wall junction device, can effectively guarantee fabric width and the quality of cast-in-place width; The 4th, this Major diameter reinforced concrete cast-in-place and cast-in-place ground-connecting-wall contact surface are curved surface, effectively solve the ground-connecting-wall leakage problems; The 5th, this Major diameter reinforced concrete cast-in-place adopts existing reinforced concrete filling pile slurry retaining wall technology and equipment construction, technical maturity, reliable in quality, cost economic.
Description of drawings
Fig. 1 is Major diameter reinforced concrete cast-in-place structural representation of the present invention;
Fig. 2 is the 1-1 sectional view of Fig. 1;
Fig. 3 is Major diameter reinforced concrete cast-in-place of the present invention and cast-in-place width layout schematic diagram.
In figure:
2, main muscle 3, spiral stirrup 4, reinforcement stirrup
L1, pile crown reinforcing bar length L 2, stake body effective length
The specific embodiment
By reference to the accompanying drawings the construction method of underground continuous wall that utilizes Major diameter reinforced concrete cast-in-place to make the joint width of the present invention is illustrated.
As shown in Figure 1, 2, 3, the reinforcing cage of Major diameter reinforced concrete cast-in-place mainly is made by main muscle 2 and spiral stirrup 3, and the part is equipped with strengthens stirrup 4, and reinforcing cage is reserved pile crown reinforcing bar length L 1, and stake body effective length is L2.The combination of main muscle 2 and spiral stirrup 3, strengthen stirrup 4 and should be located at main muscle 2 outsides, also can be as for the inboard when because of construction technology, specific (special) requirements being arranged, spiral stirrup 3, reinforcement stirrup 4 should adopt welding or mechanical adapter to be connected (bar diameter is greater than 20mm) with the junction of main muscle 2.Then adopt conventional mud retaining wall technique (with reference to " technical code for building pile foundation " JGJ94-2008) to carry out the construction of Major diameter reinforced concrete cast-in-place, Major diameter reinforced concrete cast-in-place and the cast-in-place underground construction of wall width intervening sequences, the connected mode of Major diameter reinforced concrete cast-in-place and cast-in-place width ground-connecting-wall of connecting.
The construction method of underground continuous wall that utilizes Major diameter reinforced concrete cast-in-place to make the joint width of the present invention, the joint width that this Major diameter reinforced concrete cast-in-place is done is located between two cast-in-place diaphragm walls, the diameter of Major diameter reinforced concrete cast-in-place is not less than 800mm, be full pile body scope arrangement of reinforcement, the method includes following steps:
Step 1: construction of guide wall
Technique is made the wall of leading of diaphragm wall routinely, and "] [" steel bar concrete guide wall of constructing in advance in the inside and outside both sides of pre-construction diaphragm wall is led wall absolute altitude suitable for reading consistent with natural terrace;
Step 2: Major diameter reinforced concrete cast-in-place construction
The position of Major diameter reinforced concrete cast-in-place is arranged on complete the leading in wall of construction, adopts conventional mud retaining wall technique, construction reference " technical code for building pile foundation " (JGJ94-2008) filling pile construction;
Step 3: timeliness is standing, after the Major diameter reinforced concrete cast-in-place construction is complete, the timeliness that must carry out more than 48 hours is standing, make the soil body of Major diameter reinforced concrete cast-in-place grooving periphery fully return an armful heavy reality, the lower end of Major diameter reinforced concrete cast-in-place is than the long 1500mm of cast-in-place ground-connecting-wall width design length, and fixing real, become the restraining structure of cast-in-place ground-connecting-wall width grooving, skew with both sides inside and outside the plane of controlling cast-in-place ground-connecting-wall width, reach every width ground-connecting-wall continuous strand suitable, not split;
Step 4: Major diameter reinforced concrete cast-in-place and the cast-in-place underground wall width intervening sequences construction that connects, the first width Major diameter reinforced concrete cast-in-place of namely first constructing, during this castinplace pile timeliness is standing, the construction of next the width Major diameter reinforced concrete cast-in-place that closes on, after treating that two width Major diameter reinforced concrete cast-in-places return armful heavy reality, the wall of leading by between two width castinplace piles carries out the construction of the cast-in-place diaphragm wall width of this position; So circulation, form Major diameter reinforced concrete cast-in-place and the cast-in-place underground order that connects the interval construction of wall width, and according to the complete continuous underground wall structure of the final formation of designing requirement, realize utilizing Major diameter reinforced concrete cast-in-place to make the construction method of underground continuous wall of joint width.

Claims (1)

1.一种利用大直径钢筋混凝土灌注桩作接头幅的地下连续墙施工方法，该大直径钢筋混凝土灌注桩作的接头幅设在两幅现浇地下连续墙之间，大直径钢筋混凝土灌注桩的直径不小于800mm，为全桩身范围配筋，该方法包括有以下步骤：1. A kind of underground diaphragm wall construction method that utilizes large-diameter reinforced concrete cast-in-place pile to make joint width, the joint width that this large-diameter reinforced concrete cast-in-situ pile is made is arranged between two cast-in-situ underground diaphragm walls, and large-diameter reinforced concrete cast-in-place pile The diameter of the pile is not less than 800mm, and the reinforcement is used for the whole pile body. This method includes the following steps: 步骤一：导墙施工Step 1: guide wall construction 按常规工艺制作地下连续墙的导墙，在预施工地下连续墙的内外两侧预先施工“][”型钢筋混凝土导墙，导墙上口标高与自然地坪一致；Make the guide wall of the underground diaphragm wall according to the conventional process, and construct the "][" type reinforced concrete guide wall in advance on the inner and outer sides of the pre-constructed underground diaphragm wall, and the elevation of the mouth of the guide wall is consistent with the natural floor; 步骤二：大直径钢筋混凝土灌注桩施工Step 2: Construction of large-diameter reinforced concrete pouring piles 大直径钢筋混凝土灌注桩的位置设置在施工完毕的导墙中，采用常规泥浆护壁工艺，施工参照《建筑桩基技术规范》（JGJ94—2008）灌注桩施工；The position of the large-diameter reinforced concrete pouring pile is set in the guide wall after construction, and the conventional mud retaining process is adopted, and the construction refers to the construction of the pouring pile in the "Technical Specifications for Building Pile Foundation" (JGJ94-2008); 步骤三：时效静置，大直径钢筋混凝土灌注桩施工完毕后，必须进行48小时以上的时效静置，使得大直径钢筋混凝土灌注桩成槽周边的土体充分回抱沉实，大直径钢筋混凝土灌注桩的下端比现浇地连墙幅设计长度长1500mm，并固定实，成为现浇地连墙幅成槽的约束结构，以控制现浇地连墙幅的平面内外两侧的偏移，达到每幅地连墙连续平顺，不劈叉；Step 3: Time-limited standing. After the construction of the large-diameter reinforced concrete cast-in-place pile, it must be left to stand for more than 48 hours, so that the soil around the groove of the large-diameter reinforced concrete cast-in-place pile is fully hugged and compacted, and the large-diameter reinforced concrete The lower end of the cast-in-place pile is 1500mm longer than the design length of the cast-in-place ground connection wall, and it is fixed to form a restraining structure for the cast-in-place ground connection wall to form grooves, so as to control the deviation of the plane of the cast-in-place ground connection wall. To achieve continuous smoothness of each floor and wall without splitting; 步骤四：大直径钢筋混凝土灌注桩与现浇地下连墙幅间隔顺序施工，即先施工第一幅大直径钢筋混凝土灌注桩，当该灌注桩时效静置期间，进行临近的下一幅大直径钢筋混凝土灌注桩的施工，待两幅大直径钢筋混凝土灌注桩回抱沉实之后，通过两幅灌注桩之间的导墙，进行该位置的现浇地下连续墙幅的施工；如此循环，形成大直径钢筋混凝土灌注桩与现浇地下连墙幅间隔施工的顺序，并按照设计要求最终形成完整的地下连续墙结构。Step 4: The large-diameter reinforced concrete piles and the cast-in-place underground connecting wall are constructed sequentially at intervals, that is, the first large-diameter reinforced concrete piles are constructed first, and the next large-diameter pile is next to the pile when the piles are left to stand for aging. For the construction of reinforced concrete cast-in-place piles, after the two large-diameter reinforced concrete cast-in-place piles are hugged and solidified, the construction of the cast-in-place underground continuous wall at this position is carried out through the guide wall between the two cast-in-place piles; this cycle forms The sequence of construction of large-diameter reinforced concrete piles and cast-in-place underground continuous walls at intervals, and finally form a complete underground continuous wall structure according to the design requirements.
CN2013100415503A 2013-02-04 2013-02-04 Underground diaphragm wall construction method utilizing large-diameter reinforced concrete filling pile as connector Pending CN103103990A (en)

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Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103321242A (en) * 2013-06-13 2013-09-25 中铁隧道集团有限公司 Subsection steel-bar-distribution prestressed concrete continuous wall and construction method thereof
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
CN110331727A (en) * 2019-07-11 2019-10-15 江西建工第二建筑有限责任公司 The supporting construction and construction method that bored concrete pile and diaphram wall combine
CN112609708A (en) * 2020-12-14 2021-04-06 上海市基础工程集团有限公司 Optimized connection method for underground continuous wall and secant pile

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP3578414B2 (en) * 1994-05-10 2004-10-20 株式会社フジタ Construction method of reinforced concrete retaining wall
TW200934931A (en) * 2008-02-01 2009-08-16 Yi-Zhi Lu Construction method for treating inferior concrete of diaphragm wall
CN102116035A (en) * 2009-12-30 2011-07-06 上海市机械施工有限公司 Process for constructing underground structural walls without linings
CN202139604U (en) * 2011-03-07 2012-02-08 温州长城基础工程公司 Cast-in-situ abnormal reinforced concrete pile core cement soil underground continuous wall for retaining and protection for foundation excavation
CN202298601U (en) * 2011-10-31 2012-07-04 天津一建建筑工程有限公司 Structure of joint section of prefabricated H-shaped underground diaphragm wall

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP3578414B2 (en) * 1994-05-10 2004-10-20 株式会社フジタ Construction method of reinforced concrete retaining wall
TW200934931A (en) * 2008-02-01 2009-08-16 Yi-Zhi Lu Construction method for treating inferior concrete of diaphragm wall
CN102116035A (en) * 2009-12-30 2011-07-06 上海市机械施工有限公司 Process for constructing underground structural walls without linings
CN202139604U (en) * 2011-03-07 2012-02-08 温州长城基础工程公司 Cast-in-situ abnormal reinforced concrete pile core cement soil underground continuous wall for retaining and protection for foundation excavation
CN202298601U (en) * 2011-10-31 2012-07-04 天津一建建筑工程有限公司 Structure of joint section of prefabricated H-shaped underground diaphragm wall

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103321242A (en) * 2013-06-13 2013-09-25 中铁隧道集团有限公司 Subsection steel-bar-distribution prestressed concrete continuous wall and construction method thereof
CN103321242B (en) * 2013-06-13 2015-04-01 中铁隧道集团有限公司 Subsection steel-bar-distribution prestressed concrete continuous wall and construction method thereof
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
CN110331727A (en) * 2019-07-11 2019-10-15 江西建工第二建筑有限责任公司 The supporting construction and construction method that bored concrete pile and diaphram wall combine
CN110331727B (en) * 2019-07-11 2024-04-02 江西建工第二建筑有限责任公司 Support structure combining cast-in-place pile and underground diaphragm wall and construction method
CN112609708A (en) * 2020-12-14 2021-04-06 上海市基础工程集团有限公司 Optimized connection method for underground continuous wall and secant pile

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Application publication date: 20130515