CN1884722A - Grille type connection method of rigid joint for underground continuous wall - Google Patents
Grille type connection method of rigid joint for underground continuous wall Download PDFInfo
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- CN1884722A CN1884722A CN 200610035907 CN200610035907A CN1884722A CN 1884722 A CN1884722 A CN 1884722A CN 200610035907 CN200610035907 CN 200610035907 CN 200610035907 A CN200610035907 A CN 200610035907A CN 1884722 A CN1884722 A CN 1884722A
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- 238000000034 method Methods 0.000 title claims abstract description 20
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 37
- 239000010959 steel Substances 0.000 claims abstract description 37
- 239000004567 concrete Substances 0.000 claims abstract description 14
- 239000002689 soil Substances 0.000 claims abstract description 7
- 238000010276 construction Methods 0.000 claims description 33
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 18
- 229910052742 iron Inorganic materials 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 7
- 238000005266 casting Methods 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 5
- 238000011065 in-situ storage Methods 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 238000006243 chemical reaction Methods 0.000 claims description 2
- 238000005516 engineering process Methods 0.000 description 6
- 238000003466 welding Methods 0.000 description 3
- 238000004873 anchoring Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 230000001815 facial effect Effects 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000035800 maturation Effects 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000033764 rhythmic process Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000004078 waterproofing Methods 0.000 description 1
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Abstract
The invention relates to a grid underground continuous wall rigid connector connecting method, wherein said method uses common underground continuous wall I-shaped steel flexible connector as base to build grid structure; when the grid wall is completed, in the grid chamber, using digging method, to dig out the chamber soil and use connecting steel plate to weld and connect the I-shaped steel plate and the pre-embedded connector steel plate of middle baffle wall; and in the grid chamber, using on-site pouring steel bar concrete to connect front and back walls and the middle baffle wall, to transform the flexible connector to rigid connector. Compared with present technique, the invention has low cost and high quality.
Description
Technical field
The present invention relates to a kind of grille type connection method of rigid joint for underground continuous wall.
Background technology
The example that present domestic construction connects the wall rigid joint seldom, major part be support in the continuous single wall with flexible joint (" worker " word steel joint and tube drawing joint) adds or the mode of cable bolting as supporting and protection structure.The continuous wall connector of this joint connected mode is transmission internal force not, just the structure requirement of construction technology.Support in, supporting and protection structure poor at geological conditions can't adopt again or the condition of cable bolting under, just require supporting and protection structure to have stronger self-stability and rigidity, the grid wall just has this performance, but in order to satisfy the globality of grid wall, faces the essential employing of the joint rigid joint of two width of cloth walls mutually.
Existing grid wall rigid joint form is generally " cross punched steel plate joint " and connects technology, and the construction sequence of this technology is as follows: (1) leads wall by grid size and diaphragm wall thickness construction diaphragm wall that design needs; (2) diaphragm wall I preface groove grooving; (3) I preface groove reinforcing cage (two ends headband " cross punched steel plate " and joint case) lifting; (4) underwater casting I preface groove concrete; (5) diaphragm wall II preface groove grooving; (6) I preface trough connection case hangs and pulls out; (7) II preface groove reinforcing bar cage hoisting; (8) underwater casting II preface groove concrete; (9) construction continuous wall apical cap beam.
There is following problem in existing grid wall rigid joint form in work progress: the steel using amount of (1) cross joint steel plate is very big, in addition, in order to prevent the steel plate of the follow-up II of the anchoring into preface groove of underwater concrete intrusion when building I preface groove, a joint steel case need be set, working procedure complexity, cost height; (2) because I preface groove steel plate overhanging, that be used to anchor into II preface groove excavates the end with the groove section certain space is arranged, when building I preface groove underwater concrete, be difficult to avoid concrete to invade in the follow-up II preface groove, bring very big difficulty so just for pulling out of joint case, also reduced cross steel plate and the concrete anchoring effect of II preface groove.
Summary of the invention
The invention reside in provides a kind of grille type connection method of rigid joint for underground continuous wall, this worker's method construction safety, reliable, cost is low, good integrity, construction quality are guaranteed.
A kind of grille type connection method of rigid joint for underground continuous wall provided by the invention, its main thought is: the grid type diaphragm wall of construction flexible joint, adopt open cut with connecting steel plate that the built-in joint steel plate of the i iron fore shaft steel plate of front-back wall termination and mid-board termination is integrally welded, finish diaphragm wall flexible joint to rigid joint and change along soil body limit in the excavation grid wall cavity of way limit.
A kind of grille type connection method of rigid joint for underground continuous wall provided by the invention comprises following construction sequence:
(1) the grid type construction of diaphragm wall of common i iron flexible joint: lead wall by grid size and diaphragm wall thickness construction diaphragm wall that design needs, the grooving of diaphragm wall I preface groove, I preface groove reinforcing bar cage hoisting, underwater casting I preface groove concrete, the grooving of diaphragm wall II preface groove, II preface groove reinforcing bar cage hoisting, underwater casting II preface groove concrete, construction continuous wall apical cap beam finally forms grid type diaphragm wall structure;
(2) flexible joint of grid wall is to the conversion of rigid joint: adopt open cut along the way construction in the middle of established grid type diaphragm wall cavity, the soil body in the step excavation cavity, adopt synchronously that to connect steel plate integrally welded with the built-in joint steel plate of mid-board termination with the i iron fore shaft steel plate of front-back wall termination, realization diaphragm wall flexible joint to rigid joint is changed;
(3) construction of junction plate in the grid type diaphragm wall cavity: certain height construction cast-in-situ steel reinforced concrete junction plate in grid wall cavity, and in grid wall cavity, adopt clay backfilling closely knit, front-back wall and mid-board are organically linked into an integrated entity.
Compared with prior art, the present invention has the following advantages:
1. this engineering has adopted i iron flexible joint construction grid wall, and construction technology is simple, ripe, cost is low.
2. adopt the built-in joint steel plate welding of steel plate with the i iron fore shaft steel plate and the mid-board of front-back wall on grid wall middle cavity inner edge excavation soil body limit, and front-back wall and mid-board are linked together at the horizontal cast-in-situ reinforced concrete slab of underground certain altitude position employing, and in cavity the backfill clay, front-back wall and mid-board are linked together reliably, the good integrity of grid wall.
3. in grid wall middle cavity, adopt cut and cover tunneling, the construction technology maturation, construction quality is guaranteed.
The present invention is further illustrated below in conjunction with the drawings and the specific embodiments.
Description of drawings
Fig. 1 is the grid type diaphragm wall layout plan of worker's method of the present invention;
Fig. 2 is the thin facial planes figure of grid type diaphragm wall of worker's method of the present invention;
Fig. 3 is that master drawing amplifies in A portion among Fig. 2;
Fig. 4 is the grid type diaphragm wall elevation of worker's method of the present invention.
The specific embodiment
To be easier to understand the present invention with reference to the following example, and provide embodiment and be in order to illustrate the present invention, rather than in order to limit the scope of the invention.
1, project profile
Tunnel, the first biological island of Guangzhou logical sequence is positioned at the southeast of Guangzhou, connects south main line and biological island fast.Tunnel line is south-north direction, and the engineering design starting point is positioned at a Haizhu District logical sequence village, connects south main line and section's rhythm road extended line fast, and logical sequence head sea is passed in the centre, and the design terminal point terminates on the biological island 1111.18 meters of route length overalls.This project is that the river highway tunnel is got in the municipal administration of a two-way Four-Lane Road, and the immersed tunnelling method construction is adopted in the stage casing, river, and both sides section on the bank adopt open cut along practice construction.
In the river, during the immersed segment excavating foundation trench, need to adopt and put the slope excavation under water.Near the embankment side, because excavate on the slope of putting of foundation trench, cause the about 20m of the darkest intensification of part embankment, the original basis of embankment is destroyed, thereby jeopardizes embankment safety.Therefore before excavating foundation trench, affected embankment is reinforced in advance, disclose according to the geology exploration report, this tunnel embankment section geological conditions is relatively poor, from top to bottom the stratum be successively miscellaneous fill layer, mud, in thick～fine sand layer, remain soil layer, completely decomposed rock stratum, wherein about 13 meters of mud bed thickness, thick about 17 meters of layer of sand.Engineering is closed on along the river, and the groundwater table height is substantially all about underground 1m.For this reason immersed segment and on the bank the segment interface place adopted the grid type diaphragm wall as bank protection structure, the grid type diaphragm wall requires to have than strongly self stationary ability, rigidity, water proofing property, this just requires to adopt rigid joint between grid wall front-back wall and the mid-board.
2, grille type connection method of rigid joint for underground continuous wall is in the performance of this engineering
This engineering grid wall of constructing in the excavating foundation trench side slope influence basin of bank, the planar dimension of grid fence net grid-like arrangement is: long * as widely to be 8m * 5m, the thickness of diaphragm wall is 1.0m.
Work progress: (1) leads wall setting-out construction by the latticed diaphragm wall that carries out earlier; (2) layout of pressing I, II preface groove is jumped the construction diaphragm wall to ground, and the diaphragm wall after construction finishes is grid-like; (3) adopt the interior soil body of cut and cover method excavation grid wall middle cavity to 10 meters of below grounds, every drilling depth is 1 meter when digging, (500mm * 150mm * 10mm@300mm) the i iron fore shaft steel plate of front-back wall and the built-in joint steel plate of mid-board are welded links together front-back wall and mid-board with connecting steel plate; (4) the steel concrete junction plate at underground 10 meters in the construction grid type diaphragm wall cavity, the reinforcing bar of junction plate anchors into front-back wall, mid-board, and front-back wall and mid-board are organically linked into an integrated entity; (5) adopt clay backfilling closely knit in the grid wall cavity, the second road steel concrete junction plate of constructing to underground 3 meters; (6) clay backfilling is closely knit to ground in the cavity.In Fig. 1～4,1. forward and backward wall I preface groove; 2. forward and backward wall II preface groove; 3. mid-board I preface groove; 4. mid-board II preface groove; 5. forward and backward wall joint i iron; 6. mid-board joint pre-embedded steel slab; 7. joint welding steel; 8. joint is strengthened welding steel; 9. steel concrete horizontal connecting plate.
3, grille type connection method of rigid joint for underground continuous wall is at the construction effect of this engineering
This engineering went into operation in June, 2005, finished all grid wall constructions in February, 2006.Grid wall monitored data during from the excavation of foundation pit in April, 2006, grid wall wall top maximum horizontal displacement is 12mm only, and total cost is saved cost 4,000,000 than existing four-bladed vane joint.
Claims (1)
1, a kind of grille type connection method of rigid joint for underground continuous wall is characterized in that comprising the steps:
(1) the grid type construction of diaphragm wall of common i iron flexible joint: lead wall by grid size and diaphragm wall thickness construction diaphragm wall that design needs, the grooving of diaphragm wall I preface groove, I preface groove reinforcing bar cage hoisting, underwater casting I preface groove concrete, the grooving of diaphragm wall II preface groove, II preface groove reinforcing bar cage hoisting, underwater casting II preface groove concrete, construction continuous wall apical cap beam finally forms grid type diaphragm wall structure;
(2) flexible joint of grid wall is to the conversion of rigid joint: adopt open cut along the way construction in the middle of established grid type diaphragm wall cavity, the soil body in the step excavation cavity, adopt synchronously that to connect steel plate integrally welded with the built-in joint steel plate of mid-board termination with the i iron fore shaft steel plate of front-back wall termination, realization diaphragm wall flexible joint to rigid joint is changed;
(3) construction of junction plate in the grid type diaphragm wall cavity: certain height construction cast-in-situ steel reinforced concrete junction plate in grid wall cavity, and in grid wall cavity, adopt clay backfilling closely knit, front-back wall and mid-board are organically linked into an integrated entity.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100359077A CN100425773C (en) | 2006-06-12 | 2006-06-12 | Grille type connection method of rigid joint for underground continuous wall |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2006100359077A CN100425773C (en) | 2006-06-12 | 2006-06-12 | Grille type connection method of rigid joint for underground continuous wall |
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| Publication Number | Publication Date |
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| CN1884722A true CN1884722A (en) | 2006-12-27 |
| CN100425773C CN100425773C (en) | 2008-10-15 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN103088829A (en) * | 2013-01-30 | 2013-05-08 | 上海城建市政工程（集团）有限公司 | Construction method of concrete support in foundation pit |
| CN104695983A (en) * | 2013-12-09 | 2015-06-10 | 中铁十三局集团有限公司 | Method for welding embedded steel bar welding joints of two end nodes in initial supporting arch |
| CN103643681B (en) * | 2013-11-29 | 2015-09-02 | 中铁隧道勘测设计院有限公司 | A kind of Metro station excavation is inverse makes supporting and protection structure and construction method thereof |
| CN107524138A (en) * | 2016-06-20 | 2017-12-29 | 宏润建设集团股份有限公司 | A kind of ultra-deep foundation pit construction method of underground continuous wall |
| 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 |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN86207210U (en) * | 1986-09-18 | 1987-08-05 | 上海市基础工程公司 | Construction equipment for rigid joint of underground continuous walls |
| CN2239995Y (en) * | 1995-04-14 | 1996-11-13 | 上海宝钢冶金建设公司第五工程公司 | Rigid joint for underground continuous wall |
| JP3014956B2 (en) * | 1996-02-01 | 2000-02-28 | 戸田建設株式会社 | Underground diaphragm wall fittings |
| JP3637524B2 (en) * | 1998-01-22 | 2005-04-13 | 清水建設株式会社 | Underground continuous wall joint structure |
| JPH11310918A (en) * | 1998-04-30 | 1999-11-09 | Shimizu Corp | Joint structure of underground continuous wall |
| CN1296571C (en) * | 2004-04-09 | 2007-01-24 | 南京大学 | Method for supporting foundation trench for agitation piles of soil cement with concrete as the core |
-
2006
- 2006-06-12 CN CNB2006100359077A patent/CN100425773C/en active Active
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN103088829A (en) * | 2013-01-30 | 2013-05-08 | 上海城建市政工程（集团）有限公司 | Construction method of concrete support in foundation pit |
| CN103088829B (en) * | 2013-01-30 | 2015-08-26 | 上海城建市政工程（集团）有限公司 | The construction method that in a kind of foundation ditch, concrete supports |
| CN103643681B (en) * | 2013-11-29 | 2015-09-02 | 中铁隧道勘测设计院有限公司 | A kind of Metro station excavation is inverse makes supporting and protection structure and construction method thereof |
| CN104695983A (en) * | 2013-12-09 | 2015-06-10 | 中铁十三局集团有限公司 | Method for welding embedded steel bar welding joints of two end nodes in initial supporting arch |
| CN104695983B (en) * | 2013-12-09 | 2017-02-01 | 中铁十三局集团有限公司 | Method for welding embedded steel bar welding joints of two end nodes in initial supporting arch |
| CN107524138A (en) * | 2016-06-20 | 2017-12-29 | 宏润建设集团股份有限公司 | A kind of ultra-deep foundation pit construction method of underground continuous wall |
| CN107524138B (en) * | 2016-06-20 | 2020-05-05 | 宏润建设集团股份有限公司 | Construction method of ultra-deep foundation pit underground diaphragm wall |
| 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 |
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| Publication number | Publication date |
|---|---|
| CN100425773C (en) | 2008-10-15 |
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Owner name: CHINA RAILWAY TUNNEL GROUP CO.; APPLICANT Free format text: FORMER OWNER: ZHONGTIE TUNNEL SURVEY AND DESIGN INST., LTD. Effective date: 20080328 |
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Address after: 510000 Guangzhou City, Guangdong Province, Nansha District, Mingzhuwan Starting Area, West Side of Industrial Fourth Road, No. 2 Co-patentee after: CHINA RAILWAY TUNNEL SURVEY & DESIGN INSTITUTE Co.,Ltd. Patentee after: CHINA RAILWAY TUNNEL GROUP Co.,Ltd. Address before: 471009 No. 3 Tomb Garden, Xigong District, Luoyang City, Henan Province Co-patentee before: CHINA RAILWAY TUNNEL SURVEY & DESIGN INSTITUTE Co.,Ltd. Patentee before: CHINA RAILWAY TUNNELS GROUP Co.,Ltd. |
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Effective date of registration: 20190829 Address after: 510000 Guangzhou City, Guangdong Province, Nansha District, Mingzhuwan Starting Area, West Side of Industrial Fourth Road, No. 2 Co-patentee after: CHINA RAILWAY LIUYUAN GROUP Co.,Ltd. Patentee after: CHINA RAILWAY TUNNEL GROUP Co.,Ltd. Address before: 510000 Guangzhou City, Guangdong Province, Nansha District, Mingzhuwan Starting Area, West Side of Industrial Fourth Road, No. 2 Co-patentee before: CHINA RAILWAY TUNNEL SURVEY & DESIGN INSTITUTE Co.,Ltd. Patentee before: CHINA RAILWAY TUNNEL GROUP Co.,Ltd. |