CN1800512A - Support free construction method for super large diameter circular deep foundation ditch - Google Patents
Support free construction method for super large diameter circular deep foundation ditch Download PDFInfo
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- CN1800512A CN1800512A CN 200510023167 CN200510023167A CN1800512A CN 1800512 A CN1800512 A CN 1800512A CN 200510023167 CN200510023167 CN 200510023167 CN 200510023167 A CN200510023167 A CN 200510023167A CN 1800512 A CN1800512 A CN 1800512A
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- purlin
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Abstract
The invention discloses a method for processing super-large-diameter round hole without supports, which comprises following steps: building underground continuous wall; setting filling posts and supports; setting strengthen element; excavating and setting purlin. Compared to traditional method, the invention has strong stability, less excavating deformation, less rebound of hole-bottom, and less effect on around environment. The invention has no inner support structure; therefore, it has less cost with simple operation, quick time and high working efficiency.
Description
Technical field
The present invention relates to the job practices of structure foundation excavation, particularly a kind of support free construction method for super large diameter circular deep foundation ditch.
Background technology
At present, adopt of excavation of foundation pit has the excavation of support to combine with space enclosing structure more, support and adopt steel to support or the concrete support, space enclosing structure has bored pile, concrete agitation pile reinforcing method etc., this digging mode construction costs height, if concrete supports, concrete to be supported after excavation is finished and dismantle, cause the wasting of resources.This have the digging mode construction of braced cuts structure very inconvenient, also will do trestle in case of necessity and excavate.
Summary of the invention
A kind of support free construction method for super large diameter circular deep foundation ditch of providing at the deficiencies in the prior art is provided, braced cuts structure in its does not have, cost is low, and the excavation soil body is convenient, and programming is fast, high efficiency.
The object of the present invention is achieved like this:
A kind of super-large diameter (the circular deep foundation ditch support free construction method of 80m～120m), it comprises following concrete steps:
(1), constructs diaphragm wall
1., diaphragm wall thickness is at 0.8～1.2m, foundation depth 15～30m is that a broken line, three broken lines are formed a groove section with every section 2.0m, according to the deep foundation ditch girth, determines the groove hop count of diaphragm wall;
2., the groove section is excavated, diaphragm wall inserts than being 0.5～1.0 (being the ratio of diaphragm wall in the degree of depth below the excavation of foundation pit face and the degree of depth more than the excavation of foundation pit face) with groover;
3., the excavation after groove Duan Jingqing base after, in the groove section, hang the fore shaft pipe;
4., sinking and the corresponding reinforcing cage of groove section size in being equipped with the groove section of fore shaft pipe;
5., the reinforcing cage sinking in place after, concrete perfusion in 4 hours;
6., in concrete spouting, upwards promote the fore shaft pipe, the fore shaft pipe was all extracted when concrete spouting finished;
7., at the groove section top of pour-shaping one collar tie beam is set.
(2), set up stanchion
The about at interval 10m of hoop is provided with stand column pile in the foundation ditch, and the bottom is bored pile (about diameter 850mm), top be lattice column (about 500 * 500mm), its objective is each road collar tie beam is played vertical supporting role;
(3), setting adds solid
In the hole at the end, the inside 4.5～5.5m of diaphragm wall place is provided with cement mixing method and reinforces, reinforcing scope is the following 4～5m scope in the end, hole, and between diaphragm wall and cement mixing method grouting and reinforcing, form the underground solid that adds one.
(4), excavate and be provided with each road and enclose purlin:
Each road encloses the purlin spacing: collar tie beam to the first road encloses purlin and is about 5m, below encloses the purlin spacing and is about 4m;
1., to cubic metre of earth excavating in the underground diaphragm wall, first road is set encloses purlin;
2., continue earth excavation, dig to second road and enclose purlin about 20～50cm downwards, second road is set encloses purlin;
3., continue earth excavation, dig to the 3rd road and enclose the downward 20～50cm of purlin, the 3rd road is set encloses purlin;
4., continue earth excavation, dig to the n road and enclose the downward 20～50cm of purlin, the n road is set encloses purlin;
5., continue earth excavation, up to excavating hole end absolute altitude;
6., build the agent structure base plate.
The present invention compares conventional method and has stability by force, and excavation deformation is little, and hole end resilience is little, to advantages such as surrounding environment influence are little.Braced cuts structure in not having, cost is saved a lot than conventional method, and the excavation soil body is convenient, and programming is fast, high efficiency.
Description of drawings
Accompanying drawing is an embodiment of the invention schematic cross-section
The specific embodiment
Embodiment
With Global Finance central tower block, Shanghai foundation ditch is example, and the excavation of foundation pit diameter is in the 100m scope, the hole be deeply-13m about.Its concrete steps of job practices are as follows:
(1), constructs diaphragm wall
1., diaphragm wall thickness is at 1.0m, the diaphragm wall height is 34.2m, is that a broken line, three broken lines are formed a groove section with every section 2.0m, according to the foundation ditch girth, the groove hop count of determining diaphragm wall is 52.
2., the groove section is cut the earth, with groover be excavated to absolute altitude-30.0m at the bottom of the wall (ground level for+4.2m).In the shoveling process, grab bucket goes into groove, going out groove should be at a slow speed, reliable, in time rectify a deviation according to the verticality situation of groover instrument and actual measurement.
3., the excavation after groove Duan Jingqing base after, in the groove section, hang the fore shaft pipe.Grooving finishes to adopt and aspirates at the clear end from the bottom, guarantees that the bottom land sediment is not more than 200mm.After clear base is qualified, hang the fore shaft pipe at once, hang by the crawler crane merogenesis, in the vertical insertion groove of assembly unit.
4., sinking and the corresponding reinforcing cage of groove section size in being equipped with the groove section of fore shaft pipe.Adopt two pedrail cranes, reinforcing cage is moved on to groove section edge, the alignment slot section is slowly gone into groove and is controlled its absolute altitude.
5., the reinforcing cage sinking in place after, concrete perfusion in 4 hours.
6., in concrete spouting, upwards promote the fore shaft pipe, the fore shaft pipe was all extracted when concrete spouting finished.The fore shaft pipe is promoted and is combined with concrete spouting, and the concrete spouting record is as the control foundation of promoting the fore shaft pipe time, and concrete spouting begins the back and began to stir in 2～3 hours.Promoted once every 30 minutes later on, its amplitude is not more than 50～100mm, and observes the sinking of fore shaft pipe, treats that concrete spouting finishes back 6～8 hours, after concrete spouting reaches final set, once all extracts the fore shaft pipe.
7., one collar tie beam is set again, its section is 1.10 * 2.50m at the groove section top of pour-shaping.Adopt template construction, and add steel pipe with split bolt and fix.Top and bottom are provided with the steel pipe diagonal brace and fix, and form firm support system, are not shifted when guaranteeing concrete pouring.
(2), set up stanchion
The inwardly about 2m of diaphragm wall, the about at interval 10m of hoop set up the bored pile of tens of φ 0.85m, and it is the steel latticework column of 0.50 * 0.50m that a section is set up at each bored pile top, and steel latticework column top is about 4m far from ground.
(3), setting adds solid
, diaphragm wall inside 4.5～5.5m dark following in the hole carry out cement mixing method and reinforce, and reinforcement depth is the hole following 5m in the end, and between diaphragm wall and cement mixing method grouting and reinforcing, one underground solid that adds of formation.
(4), purlin is enclosed in excavation and setting
1., to cubic metre of earth excavating in the underground diaphragm wall, when digging to-4m, the purlin that encloses that to construct one section on the steel latticework column be 2.50 * 1.30m, this encloses purlin and diaphragm wall strikes up partnership.The whole purlin annulus that encloses divides four construction sections, and the about 79m of every segment length, the construction section at diagonal angle want the symmetry excavation, and concrete is wanted the symmetry cast.
2., continue earth excavation, dig to-8.00～-during 8.50m, at the steel latticework column periphery purlin that encloses that to construct one section be 2.50 * 1.50m, this encloses purlin and diaphragm wall strikes up partnership.The whole purlin annulus that encloses divides four construction sections, and the about 79m of every segment length, the construction section at diagonal angle want the symmetry excavation, and concrete is wanted the symmetry cast.
3., continue earth excavation, dig to-12.00～-during 12.50m, at the steel latticework column periphery purlin that encloses that to construct one section be 2.50 * 1.50m, this encloses purlin and diaphragm wall strikes up partnership.The whole purlin annulus that encloses divides four construction sections, and the about 79m of every segment length, the construction section at diagonal angle want the symmetry excavation, and concrete is wanted the symmetry cast.
4., continue earth excavation, till the end absolute altitude of hole.
5., build the agent structure base plate.
Claims (1)
1, a kind of support free construction method for super large diameter circular deep foundation ditch is characterized in that it comprises following concrete steps:
(1), constructs diaphragm wall
1., diaphragm wall thickness is at 0.8～1.2m, foundation depth 15～30m is that a broken line, three broken lines are formed a groove section with every section 2.0m, according to the deep foundation ditch girth, determines the groove hop count of diaphragm wall;
2., the groove section is excavated, diaphragm wall inserts than being 0.5～1.0 with groover;
3., the excavation after groove Duan Jingqing base after, in the groove section, hang the fore shaft pipe;
4., sinking and the corresponding reinforcing cage of groove section size in being equipped with the groove section of fore shaft pipe;
5., the reinforcing cage sinking in place after, concrete perfusion in 4 hours;
6., in concrete spouting, upwards promote the fore shaft pipe, the fore shaft pipe was all extracted when concrete spouting finished;
7., at the groove section top of pour-shaping one collar tie beam is set.
(2), set up stanchion
The about at interval 10m of hoop is provided with stand column pile in the foundation ditch, and the bottom is a bored pile, the about 850mm of diameter, and top is lattice column, the about 500 * 500mm of section;
(3), setting adds solid
In the hole at the end, the inside 4.5～5.5m of diaphragm wall place is provided with cement mixing method and reinforces, reinforcing scope is the following 4～5m scope in the end, hole, and between diaphragm wall and cement mixing method grouting and reinforcing, form the underground solid that adds one.
(4), excavate and be provided with each road and enclose purlin:
Each road encloses the purlin spacing: collar tie beam to the first road encloses purlin and is about 5m, below encloses the purlin spacing and is about 4m;
1., to cubic metre of earth excavating in the underground diaphragm wall, first road is set encloses purlin;
2., continue earth excavation, dig to second road and enclose purlin about 20～50cm downwards, second road is set encloses purlin;
3., continue earth excavation, dig to the 3rd road and enclose the downward 20～50cm of purlin, the 3rd road is set encloses purlin;
4., continue earth excavation, dig to the n road and enclose the downward 20～50cm of purlin, the n road is set encloses purlin;
5., continue earth excavation, up to excavating hole end absolute altitude;
6., build the agent structure base plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2005100231670A CN100360746C (en) | 2005-01-07 | 2005-01-07 | Support free construction method for super large diameter circular deep foundation ditch |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2005100231670A CN100360746C (en) | 2005-01-07 | 2005-01-07 | Support free construction method for super large diameter circular deep foundation ditch |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1800512A true CN1800512A (en) | 2006-07-12 |
| CN100360746C CN100360746C (en) | 2008-01-09 |
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| Application Number | Title | Priority Date | Filing Date |
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| CNB2005100231670A Active CN100360746C (en) | 2005-01-07 | 2005-01-07 | Support free construction method for super large diameter circular deep foundation ditch |
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Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101793032A (en) * | 2010-04-21 | 2010-08-04 | 邵辉 | Construction method of deep foundation ditch on small place |
| CN102108702A (en) * | 2009-12-25 | 2011-06-29 | 上海市基础工程有限公司 | Lowered underground continuous wall construction process |
| CN102505697A (en) * | 2011-11-10 | 2012-06-20 | 中铁十七局集团有限公司 | Method for excavating deep foundation pits under temporary bridge of main line railway |
| CN102635120A (en) * | 2012-05-04 | 2012-08-15 | 张全胜 | Supportless construction structure and supportless construction method for round deep base pit |
| CN103015433A (en) * | 2012-12-27 | 2013-04-03 | 中船第九设计研究院工程有限公司 | Method for constructing super-large diameter round and square combination deep foundation pit |
| CN103422493A (en) * | 2013-08-15 | 2013-12-04 | 东通岩土科技（杭州）有限公司 | Upright column pile for foundation pit |
| CN103967015A (en) * | 2014-05-21 | 2014-08-06 | 刘绍国 | Water-stopping deep foundation pit excavation method and structure thereof |
| CN104294859A (en) * | 2014-09-16 | 2015-01-21 | 上海市政工程设计研究总院（集团）有限公司 | Stability judgment method of foundation pit basal-heave resistant system |
| CN105239578A (en) * | 2015-08-28 | 2016-01-13 | 中交第二航务工程局有限公司 | Water-rich sand layer deep foundation pit underwater construction method |
| CN111236260A (en) * | 2020-03-12 | 2020-06-05 | 广西交通科学研究院有限公司 | Variable-rigidity combined type prefabricated double-row pile supporting structure and construction method thereof |
| CN112554199A (en) * | 2020-11-09 | 2021-03-26 | 上海建工集团股份有限公司 | Method for reinforcing underground continuous wall |
| CN113882387A (en) * | 2021-09-01 | 2022-01-04 | 武汉市政工程设计研究院有限责任公司 | Large-diameter circular ultra-deep foundation pit reverse construction structure without inner support and construction method |
| CN115288154A (en) * | 2022-08-19 | 2022-11-04 | 中国一冶集团有限公司 | Efficient building method of annular ultra-deep permanent foundation pit supporting structure |
| CN115288155A (en) * | 2022-08-19 | 2022-11-04 | 中国一冶集团有限公司 | Efficient building method of square-round combined ultra-deep permanent foundation pit supporting structure |
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| JP3521363B2 (en) * | 1995-03-29 | 2004-04-19 | 清水建設株式会社 | Mountain retaining method |
| JP2000001856A (en) * | 1998-06-17 | 2000-01-07 | Taisei Corp | Execution method of preceding embedment bracket in underground continuous wall |
| CN1167857C (en) * | 2002-10-11 | 2004-09-22 | 贾金青 | Foundation pit side-wall flexible support method |
| CN1482310A (en) * | 2003-07-23 | 2004-03-17 | 顺德市永基建筑基础有限公司 | Support method for construction foundation ditch |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102108702A (en) * | 2009-12-25 | 2011-06-29 | 上海市基础工程有限公司 | Lowered underground continuous wall construction process |
| CN101793032A (en) * | 2010-04-21 | 2010-08-04 | 邵辉 | Construction method of deep foundation ditch on small place |
| CN102505697A (en) * | 2011-11-10 | 2012-06-20 | 中铁十七局集团有限公司 | Method for excavating deep foundation pits under temporary bridge of main line railway |
| CN102635120A (en) * | 2012-05-04 | 2012-08-15 | 张全胜 | Supportless construction structure and supportless construction method for round deep base pit |
| CN102635120B (en) * | 2012-05-04 | 2016-01-13 | 张全胜 | Circular deep foundation ditch is without Construction of Supporting structure and construction method |
| CN103015433A (en) * | 2012-12-27 | 2013-04-03 | 中船第九设计研究院工程有限公司 | Method for constructing super-large diameter round and square combination deep foundation pit |
| CN104790383A (en) * | 2013-08-15 | 2015-07-22 | 东通岩土科技（杭州）有限公司 | Stand column pile for foundation pit |
| CN103422493B (en) * | 2013-08-15 | 2015-05-13 | 东通岩土科技（杭州）有限公司 | Upright column pile for foundation pit |
| CN104790383B (en) * | 2013-08-15 | 2016-08-17 | 东通岩土科技（杭州）有限公司 | A kind of upright column pile for foundation pit |
| CN103422493A (en) * | 2013-08-15 | 2013-12-04 | 东通岩土科技（杭州）有限公司 | Upright column pile for foundation pit |
| CN103967015A (en) * | 2014-05-21 | 2014-08-06 | 刘绍国 | Water-stopping deep foundation pit excavation method and structure thereof |
| CN103967015B (en) * | 2014-05-21 | 2016-04-27 | 刘绍国 | A kind of water seal for deep foundation pit excavation method and structure thereof |
| CN104294859A (en) * | 2014-09-16 | 2015-01-21 | 上海市政工程设计研究总院（集团）有限公司 | Stability judgment method of foundation pit basal-heave resistant system |
| CN105239578A (en) * | 2015-08-28 | 2016-01-13 | 中交第二航务工程局有限公司 | Water-rich sand layer deep foundation pit underwater construction method |
| CN105239578B (en) * | 2015-08-28 | 2017-05-17 | 中交第二航务工程局有限公司 | Water-rich sand layer deep foundation pit underwater construction method |
| CN111236260A (en) * | 2020-03-12 | 2020-06-05 | 广西交通科学研究院有限公司 | Variable-rigidity combined type prefabricated double-row pile supporting structure and construction method thereof |
| CN112554199A (en) * | 2020-11-09 | 2021-03-26 | 上海建工集团股份有限公司 | Method for reinforcing underground continuous wall |
| CN113882387A (en) * | 2021-09-01 | 2022-01-04 | 武汉市政工程设计研究院有限责任公司 | Large-diameter circular ultra-deep foundation pit reverse construction structure without inner support and construction method |
| CN115288154A (en) * | 2022-08-19 | 2022-11-04 | 中国一冶集团有限公司 | Efficient building method of annular ultra-deep permanent foundation pit supporting structure |
| CN115288155A (en) * | 2022-08-19 | 2022-11-04 | 中国一冶集团有限公司 | Efficient building method of square-round combined ultra-deep permanent foundation pit supporting structure |
| CN115288155B (en) * | 2022-08-19 | 2023-10-27 | 中国一冶集团有限公司 | Efficient construction method of square and round combined ultra-deep permanent foundation pit supporting structure |
| CN115288154B (en) * | 2022-08-19 | 2023-10-27 | 中国一冶集团有限公司 | Efficient construction method of annular ultra-deep permanent foundation pit supporting structure |
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| CN100360746C (en) | 2008-01-09 |
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