CN102912809B - Construction method for bearing platform with bottom surface in hard impervious bed - Google Patents
Construction method for bearing platform with bottom surface in hard impervious bed Download PDFInfo
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- CN102912809B CN102912809B CN201210438188.9A CN201210438188A CN102912809B CN 102912809 B CN102912809 B CN 102912809B CN 201210438188 A CN201210438188 A CN 201210438188A CN 102912809 B CN102912809 B CN 102912809B
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- cofferdam
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- bracing ring
- bearing platform
- impervious layer
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Abstract
The invention discloses a construction method for a bearing platform with the bottom surface in a hard impervious bed; and the construction method comprises the following steps of: erecting an artificial rotary island or platform around a bearing platform design position; constructing a dilling pile; inserting an inner steel plate pile to the top surface of the impervious bed, so as to form an inner cofferdam; inserting an outer steel plate pile to the top surface of the impervious bed, so as to form an outer cofferdam; grouting between the inner and outer cofferdams so as to form an artificial impervious bed; arranging a supporting ring in an area enclosed by the inner cofferdam; propping the supporting ring against the inner wall of the inner cofferdam through a plurality of inner supports; sucking sludge and taking soils in the inner cofferdam by using a stage-by-stage following mode of the supporting ring; pumping out water in the inner cofferdam; excavating the hard impervious bed to the bottom surface of the bearing platform without water; and then constructing the bearing platform under an environment without water. According to the invention, bottom sealing is not carried out in the cofferdam, so that large-scale rock excavation for bottom sealing is avoided; moreover, high material utilization rate and convenience in use are achieved.
Description
Technical field
The present invention relates to Bored Pile of Bridge construction, be specifically related to the bearing platform construction method that bottom surface is positioned at hard impervious layer.
Background technology
Cushion cap refers to the load being transmitted by pier shaft for bearing, distributing, the reinforced concrete platform on each top of connection arranging at foundation pile top.Cushion cap, several, the tens piles formation pile foundation that links together even, is the important component part of pile foundation.
At present, for bottom, be positioned at the cushion cap below impervious layer, generally adopt when water level is lower the mode that is aided with cement mixing pile or grouting curtain by clay cofferdam to construct.But for the deep water riverbed (the wet season depth of water nearly about 10m) with hard impervious layer, and covering layer is when thinner, can run into following difficulties while adopting steel sheet pile cofferdam construction:
(1) due to general steel plate pile cofferdam, to insert the degree of depth of hard impervious layer more shallow, cannot guarantee Stability Analysis of Structures;
(2) impervious layer excavation difficulty, cannot guarantee the thickness of bottom concrete, thereby can not guarantee the anhydrous construction environment of cushion cap;
(3) covering layer is thinner, and soil can not form the build-in at the bottom of steel sheet pile stake naturally.
As can be seen here, conventional construction method, carrying out bottom surface while being positioned at the deep water bearing platform construction of hard impervious layer, can run into a lot of difficulties, affects construction speed and construction quality.
Summary of the invention
Technical problem to be solved by this invention is to solve the deep water cushion cap that bottom surface is positioned at hard impervious layer, and difficulty of construction is large, affects the problem of construction speed and construction quality.
In order to solve the problems of the technologies described above, the technical solution adopted in the present invention is to provide a kind of bearing platform construction method that bottom surface is positioned at hard impervious layer, comprises the following steps:
Around cap design of pile position, set up artificial rotary island or platform, then utilize artificial rotary island or platform construction drilled pile;
Utilize artificial rotary island or the stake of platform inserted to play inner layer steel plate to the end face of impervious layer, form internal layer cofferdam;
Outside inner layer steel plate stake, the stake of inserted to play outer layer plate, to impervious layer end face, forms outer cofferdam;
The top in inside and outside layer cofferdam is connected and fixed by connector;
Bottom slip casting between inside and outside layer cofferdam forms artificial impervious layer;
In internal layer cofferdam institute region, bracing ring is set, and described bracing ring is resisted against on the inwall in described internal layer cofferdam by many inner supports, then adopt mode that bracing ring follows up step by step to inhale mud in internal layer cofferdam and fetch earth;
Extract the water in internal layer cofferdam out, and excavate hard impervious layer, form water-less environment, then construction bearing platform.
In said method, the end face of the impervious layer in described artificial impervious layer and riverbed bonding realizes sealing.
In said method, the concrete steps that bracing ring follows up are step by step as follows:
The lower end of rigid rod is propped up to bracing ring, on surfacing in upper end; The upper end of circulation hammering rigid rod, progressively falls bracing ring.
In said method, in every one deck position of fetching earth, the end face of bracing ring remains at above 40cm～50 centimetre of native face.
In said method, bracing ring and inner support are finally transferred near the stake position at the end, replace the stake naturally native build-in at the end.
In said method, before placing bracing ring, first the top of inside and outside layer steel sheet pile is connected as one by spaced a plurality of connectors.
The present invention, utilize bracing ring and the inner support of the bottom, a naturally native build-in at the bottom of transferring to correct position near the stake end and replacing, utilization slip casting in the interlayer of inside and outside layer steel sheet pile forms artificial impervious layer and realizes sealing, avoid carrying out for back cover large-scale hard impervious layer excavation, and material therefor falls by rate high, easy construction.
Accompanying drawing explanation
Fig. 1 is the construction schematic diagram of step 1 of the present invention;
Fig. 2 is the top view of Fig. 1;
Fig. 3 is the construction schematic diagram of step 2 of the present invention;
Fig. 4 is the top view of Fig. 3;
Fig. 5 is the construction schematic diagram of step 3～step 5 of the present invention;
Fig. 6 is the top view of Fig. 5;
Fig. 7 is the construction schematic diagram of step 6 of the present invention;
Fig. 8 is the top view of Fig. 7;
Fig. 9 is the construction schematic diagram of step 7 of the present invention;
Figure 10 is the top view of Fig. 9.
The specific embodiment
While adopting steel sheet pile cofferdam construction cushion cap in deep water riverbed, if meet with hard impervious layer, steel sheet pile cannot inserted to play enter impervious layer, and soil can not form the build-in at the bottom of steel sheet pile stake naturally, therefore, with common steel sheet pile cofferdam structure, is unsafe.For this reason, the invention provides a kind of bearing platform construction method that bottom surface is positioned at hard impervious layer, utilize the method bottom surface of can constructing to be easily positioned at the cushion cap 11(of waterproof aspect line of demarcation below 2 as shown in Figure 1), and can guarantee constructing structure safety, bearing platform construction can carry out smoothly.In Fig. 1, waterproof aspect line of demarcation more than 2 is respectively covering layer 3 and riverbed face 4, and method provided by the invention is particularly useful for the construction of deepwater regions.
In shallow water area or construction drill stake in dry season, to carry out cofferdam assembled, can select manually to build island and realize, and in deepwater regions or wet season, needs construction of platform construction.Manually build island identical with the major function of construction of platform, be all to provide Drilling Platform for Bored Pile Construction, cofferdam inserted to play equipment erect-position platform.Manually build island and also have a miscellaneous function, together with scar upper caldding layer, the sheet pile of inserted to play is played to stabilization.
Take below and manually build island and by reference to the accompanying drawings the present invention is described in detail as example.
Step 1: utilize low water stage period, set up artificial rotary island 5 around the design attitude of cushion cap 11, then utilize artificial rotary island 5 construction drill stakes 1, see Fig. 1, Fig. 2;
Step 2: inserted to play one circle inner layer steel plate stake 6 on artificial rotary island 5, inner layer steel plate stake 6 inserted to plays no longer continue inserted to play during to the end face of impervious layer, form internal layer cofferdam, see Fig. 3, Fig. 4;
Step 3: select suitable spacing in the outer ring of inner layer steel plate stake 6, then inserted to play one circle outer layer plate stake 7 is to impervious layer end face, forms outer cofferdam, sees Fig. 5, Fig. 6;
Step 4: the top of inside and outside layer steel sheet pile connects as one by a plurality of spaced connectors 8 respectively, sees Fig. 5, Fig. 6;
Step 5: slip casting between inside and outside layer cofferdam, so artificial impervious layer 9 is formed on the bottom between inside and outside layer cofferdam, artificial impervious layer 9 is realized sealing with the end face bonding of the impervious layer in riverbed, sees Fig. 5, Fig. 6;
By above-mentioned steps, formed the double-layer plate pile cofferdam of sandwich, and the soil in interlayer has been processed, form all force structures of energy sealing of side, bottom surface.
Step 6: bracing ring 10 is set on the inwall around inner layer steel plate stake 6, and by many inner supports 12, bracing ring 10 is resisted against on the inwall of inner layer steel plate stake 6 and reinforces, then adopt the mode of the bracing ring 10 substep follow-ups suction mud that fetches earth in internal layer cofferdam.The specific practice of bracing ring 10 substep follow-ups is: select suitable rigid bar, lower end props up bracing ring 10, on surfacing in upper end, upper end with equipment hammering rigid rods such as pile hammer, by rigid rod, in the cocycle hammering of the some positions of bracing ring 10 surroundings, bracing ring 10 and inner support 12 are progressively fallen.Bracing ring 10 substep follow-ups are fetched earth and are inhaled in the process of mud, and the end face of bracing ring 10 remains at above 40cm～50 centimetre of native face, sees Fig. 7, Fig. 8; Bracing ring 10 and inner support 12 are finally transferred near the stake position at the end, replace the naturally native build-in at the stake end to take out.
Step 7: water in internal layer cofferdam is extracted out, and the hard impervious layer of anhydrous excavation is to cushion cap bottom surface, and then water-less environment construction bearing platform 11, see Fig. 9, Figure 10.
Method provided by the invention, solved a difficult problem for the deep water bearing platform construction that is positioned at hard impervious layer, the construction method that adopts this invention to provide, both avoided the large-scale impervious layer excavation carrying out for back cover, again can be by bonding inside and outside, layer steel sheet pile interlayer and impervious layer, play the effect of cofferdam sealing, and material therefor is high by rate, easy construction.
The present invention is not limited to above-mentioned preferred forms, and anyone should learn the structural change of making under enlightenment of the present invention, and every have identical or close technical scheme with the present invention, within all falling into protection scope of the present invention.
Claims (4)
1. bottom surface is positioned at the bearing platform construction method of hard impervious layer, it is characterized in that, comprises the following steps:
Around cap design of pile position, set up artificial rotary island or platform, then utilize artificial rotary island or platform construction drilled pile;
Utilize artificial rotary island or the stake of platform inserted to play inner layer steel plate to the end face of impervious layer, form internal layer cofferdam;
Outside inner layer steel plate stake, the stake of inserted to play outer layer plate, to impervious layer end face, forms outer cofferdam;
The top in inside and outside layer cofferdam is connected and fixed by connector;
Bottom slip casting between inside and outside layer cofferdam forms artificial impervious layer, and the end face bonding of the impervious layer in described artificial impervious layer and riverbed realizes sealing;
In internal layer cofferdam institute region, bracing ring is set, and described bracing ring is resisted against on the inwall in described internal layer cofferdam by many inner supports, then adopt mode that bracing ring follows up step by step to inhale mud in internal layer cofferdam and fetch earth;
Extract the water in internal layer cofferdam out, and excavate hard impervious layer, form water-less environment, then construction bearing platform.
2. bottom surface as claimed in claim 1 is positioned at the bearing platform construction method of hard impervious layer, it is characterized in that, the concrete steps that bracing ring follows up are step by step as follows:
The lower end of rigid rod is propped up to bracing ring, on surfacing in upper end; The upper end of circulation hammering rigid rod, progressively falls bracing ring; The end face of bracing ring remains at above 40cm～50 centimetre of native face.
3. bottom surface as claimed in claim 1 is positioned at the bearing platform construction method of hard impervious layer, it is characterized in that, bracing ring and inner support are finally transferred near the stake position at the end, replaces the stake naturally native build-in at the end.
4. bottom surface as claimed in claim 1 is positioned at the bearing platform construction method of hard impervious layer, it is characterized in that, before placing bracing ring, first the top of inside and outside layer steel sheet pile is connected as one by spaced a plurality of connectors.
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| CN201210438188.9A CN102912809B (en) | 2012-11-06 | 2012-11-06 | Construction method for bearing platform with bottom surface in hard impervious bed |
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| CN201210438188.9A CN102912809B (en) | 2012-11-06 | 2012-11-06 | Construction method for bearing platform with bottom surface in hard impervious bed |
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| CN102912809B true CN102912809B (en) | 2014-12-10 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104612174B (en) * | 2014-12-26 | 2016-04-20 | 浙江大学城市学院 | A kind of ultra-soft cob brick loose tool assists the construction method of suspended deck structure |
| CN108589543B (en) * | 2018-05-14 | 2019-07-23 | 中铁七局集团有限公司勘测设计研究院 | The construction method for building island steel sheet-pile cofferdam formula drilled pile platform suitable for formation geology |
| CN111456049B (en) * | 2020-03-16 | 2021-09-14 | 中铁大桥局集团有限公司 | Construction method of steel sheet pile cofferdam of water area covering-layer-free low pile cap |
| CN114215093B (en) * | 2021-12-30 | 2023-09-19 | 中铁大桥局集团有限公司 | Construction method of bearing platform foundation |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JPH06220865A (en) * | 1993-01-27 | 1994-08-09 | Shimizu Corp | Double cofferdam process |
| JP4793634B2 (en) * | 2006-02-03 | 2011-10-12 | 清水建設株式会社 | Temporary deadline construction method |
| CN1837511B (en) * | 2006-04-07 | 2010-06-02 | 上海市政工程设计研究总院 | Double-rowed cofferdam and method for manufacturing the same |
| CN101538833B (en) * | 2009-04-10 | 2011-06-08 | 中交一航局第二工程有限公司 | Vertical subsection double-wall steel cofferdam water stopping construction method |
| CN101838993B (en) * | 2010-05-17 | 2012-04-18 | 中铁二十局集团有限公司 | Construction technology of steel sheet pile cofferdam for Yellow River Channel internal support table construction |
| CN101838994B (en) * | 2010-05-20 | 2012-05-30 | 中铁六局集团有限公司 | Construction method of steel sheet pile cofferdam for integral type steel purlin |
| CN102191777B (en) * | 2011-05-12 | 2012-12-12 | 广州市市政集团有限公司 | Steel sheet pile coefferdam structure and topdown construction method thereof |
| CN202401462U (en) * | 2011-11-11 | 2012-08-29 | 中交四航局第一工程有限公司 | Deep-water single-wall steel sheet pile cofferdam structure with small soil penetration depth |
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Owner name: NO.1 ENGINEERING CO., LTD., ZHONGTIE BRIDGE BUREAU Free format text: FORMER OWNER: NO.1 ENGINEERING CO., LTD., ZHONGTIE BRIDGE BUREAU GROUP GROUP CO., LTD., ZHONGTIE DAQIAO BUREAU Effective date: 20150306 Owner name: GROUP CO., LTD., ZHONGTIE DAQIAO BUREAU Free format text: FORMER OWNER: CHINA ZHONGTIE MAJOR BRIDGE ENGINEERING CO., LTD. Effective date: 20150306 |
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Effective date of registration: 20150306 Address after: 430050 Hanyang Road, Hanyang District, Hubei, No. 38, No. Patentee after: Group Co., Ltd., Zhongtie Daqiao Bureau Patentee after: No.1 Engineering Co., Ltd., Zhongtie Bridge Bureau Group Address before: 430074 Hubei province Wuhan Dongxin East Lake New Technology Development Zone Road SBI Venture Street No. 6 Building 12 layer Patentee before: China Zhongtie Major Bridge Engineering Co., Ltd. Patentee before: No.1 Engineering Co., Ltd., Zhongtie Bridge Bureau Group Patentee before: Group Co., Ltd., Zhongtie Daqiao Bureau |