CN102912809A - 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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- CN102912809A CN102912809A CN2012104381889A CN201210438188A CN102912809A CN 102912809 A CN102912809 A CN 102912809A CN 2012104381889 A CN2012104381889 A CN 2012104381889A CN 201210438188 A CN201210438188 A CN 201210438188A CN 102912809 A CN102912809 A CN 102912809A
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- bracing ring
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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 the Bored Pile of Bridge construction, be specifically related to the bearing platform construction method that the bottom surface is positioned at hard impervious layer.
Background technology
Cushion cap refers to as bearing, distribute the load by the pier shaft transmission, the reinforced concrete platform on each top of connection that arranges at the foundation pile top.Cushion cap is several even the tens piles formation pile foundation that links together the important component part of pile foundation.
At present, be positioned at cushion cap below the impervious layer for the bottom, the general mode that is aided with cement mixing pile or grouting curtain by the clay cofferdam that adopts when water level is low is constructed.But for the deep water riverbed with hard impervious layer (about the nearly 10m of the wet season depth of water), and covering layer can run into following difficulties when adopting steel sheet pile cofferdam construction when thinner:
(1) since the general steel plate pile cofferdam to insert the degree of depth of hard impervious layer more shallow, can't guarantee Stability Analysis of Structures;
(2) impervious layer excavation difficulty can't 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 the steel sheet pile stake naturally.
This shows, the conventional construction method can run into a lot of difficulties carrying out the bottom surface when being positioned at the deep water bearing platform construction of hard impervious layer, 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 the 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 provides the bearing platform construction method that a kind of bottom surface is positioned at hard impervious layer, may further comprise the steps:
Set up artificial rotary island or platform around the cap design of pile position, 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 the internal layer cofferdam;
The stake of inserted to play outer layer plate forms outer cofferdam to the impervious layer end face outside the inner layer steel plate stake;
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, the mode that then adopts bracing ring to follow up is step by step inhaled mud and is fetched earth in the internal layer cofferdam;
Extract the water in the 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 step by step are as follows:
The lower end of rigid rod is propped up bracing ring, on surfacing in the 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 the above 40cm of native face～50 centimetres.
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, place before the bracing ring, at first the top with inside and outside layer steel sheet pile connects as one by a plurality of connectors that the interval arranges.
The present invention, utilize bracing ring and the inner support of the bottom, 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, avoiding carrying out large-scale hard impervious layer for back cover excavates, and material therefor falls with rate high, easy construction.
Description of drawings
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
When adopting the steel sheet pile cofferdam construction cushion cap in the deep water riverbed, if meet with hard impervious layer, then steel sheet pile can't inserted to play enter impervious layer, and soil can not form the build-in at the bottom of the steel sheet pile stake naturally, therefore, is unsafe with common steel sheet pile cofferdam structure.For this reason, the invention provides the bearing platform construction method that a kind of bottom surface is positioned at hard impervious layer, utilize the method bottom surface of can constructing easily to be 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.Among Fig. 1, waterproof aspect line of demarcation is respectively covering layer 3 and riverbed face 4 more than 2, 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, carry out the cofferdam assembly unit, can select manually to build the island and realize, in deepwater regions or wet season, then need the construction of platform construction.Manually build the island identical with the major function of construction of platform, all provide Drilling Platform for Bored Pile Construction, cofferdam inserted to play equipment erect-position platform.Manually build the island and also have a miscellaneous function, with the scar upper caldding layer, the sheet pile of inserted to play is played stabilization.
The below makes detailed explanation to the present invention manually to build the island by reference to the accompanying drawings 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 the internal layer cofferdam, see Fig. 3, Fig. 4;
Step 3: suitable spacing is selected in the outer ring in inner layer steel plate stake 6, and inserted to play one circle outer layer plate stake 7 forms outer cofferdam to the impervious layer end face again, sees Fig. 5, Fig. 6;
Step 4: the top of inside and outside layer steel sheet pile connects as one by the connector 8 that a plurality of intervals arrange 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, the end face bonding of the impervious layer in artificial impervious layer 9 and riverbed realizes sealing, sees Fig. 5, Fig. 6;
By above-mentioned steps, formed the double-layer plate pile cofferdam of sandwich, and the soil in the 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 in the internal layer cofferdam, fetches earth.The specific practice of bracing ring 10 substep follow-ups is: select the suitable rigid bar, the lower end props up bracing ring 10, on surfacing in the upper end, upper end with equipment hammering rigid rods such as pile hammer, by rigid rod some positions cocycle hammering around bracing ring 10, bracing ring 10 and inner support 12 are progressively fallen.The follow-up of bracing ring 10 substep is fetched earth and is inhaled in the process of mud, and the end face of bracing ring 10 remains at the above 40cm of native face～50 centimetres, 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: the water in the internal layer cofferdam is extracted out, and the hard impervious layer of anhydrous excavation is to the cushion cap bottom surface, and then the water-less environment construction bearing platform 11, see Fig. 9, Figure 10.
Method provided by the invention, solved the difficult problem of the deep water bearing platform construction that is positioned at hard impervious layer, the job practices that adopts this invention to provide, both avoided excavating for the large-scale impervious layer that back cover carries out, 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 with 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, all falls within protection scope of the present invention.
Claims (5)
1. the bottom surface is positioned at the bearing platform construction method of hard impervious layer, it is characterized in that, may further comprise the steps:
Set up artificial rotary island or platform around the cap design of pile position, 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 the internal layer cofferdam;
The stake of inserted to play outer layer plate forms outer cofferdam to the impervious layer end face outside the inner layer steel plate stake;
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, the mode that then adopts bracing ring to follow up is step by step inhaled mud and is fetched earth in the internal layer cofferdam;
Extract the water in the 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 end face bonding of the impervious layer in described artificial impervious layer and riverbed realizes sealing.
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, the concrete steps that bracing ring follows up step by step are as follows:
The lower end of rigid rod is propped up bracing ring, on surfacing in the upper end; The upper end of circulation hammering rigid rod progressively falls bracing ring; The end face of bracing ring remains at the above 40cm of native face～50 centimetres.
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, 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.
5. bottom surface as claimed in claim 1 is positioned at the bearing platform construction method of hard impervious layer, it is characterized in that, places before the bracing ring, and at first the top with inside and outside layer steel sheet pile connects as one by a plurality of connectors that the interval arranges.
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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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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104612174A (en) * | 2014-12-26 | 2015-05-13 | 浙江大学城市学院 | Ultrasoft soil brick molding bed auxiliary bearing platform structure and construction method thereof |
| CN108589543A (en) * | 2018-05-14 | 2018-09-28 | 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 |
| CN111456049A (en) * | 2020-03-16 | 2020-07-28 | 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 |
| CN114215093A (en) * | 2021-12-30 | 2022-03-22 | 中铁大桥局集团有限公司 | Bearing platform foundation construction method |
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| JP4793634B2 (en) * | 2006-02-03 | 2011-10-12 | 清水建設株式会社 | Temporary deadline construction method |
| 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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| 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 |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104612174A (en) * | 2014-12-26 | 2015-05-13 | 浙江大学城市学院 | Ultrasoft soil brick molding bed auxiliary bearing platform structure and construction method thereof |
| CN108589543A (en) * | 2018-05-14 | 2018-09-28 | 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 |
| CN111456049A (en) * | 2020-03-16 | 2020-07-28 | 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 |
| 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 |
| CN114215093A (en) * | 2021-12-30 | 2022-03-22 | 中铁大桥局集团有限公司 | Bearing platform foundation construction method |
| 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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| CN102912809B (en) | 2014-12-10 |
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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 |