CN101250880B - Method for embedding and fixing steel tube concrete pile and steel tube pile anchor - Google Patents
Method for embedding and fixing steel tube concrete pile and steel tube pile anchor Download PDFInfo
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- CN101250880B CN101250880B CN2007103000060A CN200710300006A CN101250880B CN 101250880 B CN101250880 B CN 101250880B CN 2007103000060 A CN2007103000060 A CN 2007103000060A CN 200710300006 A CN200710300006 A CN 200710300006A CN 101250880 B CN101250880 B CN 101250880B
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Abstract
The invention relates to a method for mounting a steel pipe concrete pile and a steel pipe pile anchor rock, wherein a steel casing is firstly nailed, then holes are drilled by a dustpan suction drill, after the dustpan suction forms the hole, a steel pipe is put into a design elevation (the steel pipe concrete pile needs to put a steel reinforcement cage at the same time), underwater concrete ispoured into the steel pipe, after the underwater concrete is upturned to a certain height along the outer wall of the steel pipe and the hole wall of a drilling, the whole pile concrete is poured, the steel casing is pulled out, and the pile is formed through solidification. The method for mounting a steel pipe concrete pile and a steel pipe pile anchor rock has the advantages that: 1, the problem that the depth which the steel pipe is nailed into the rock and the inclination is difficult to control is solved. 2, the concrete in the steel pipe is outward turned to a certain height, thereby solving the problem that the anchor rock of the steel pipe concrete pile is difficult to mount, and increasing the anti-push rigidity and a bearing capacity of the steel pipe concrete pile. 3, after a ring which is arranged between the steel pipe and the hole wall of the drilling is filled with cast-detritus, a small pipe is used to mudjack, a build-in enhanced measure that the underwater concrete is poured by the small pipe which is arranged in the ring between the steel pipe and the hole wall of the drilling, the build-in method of the anchor rock of the steel pipe concrete pile is more reliable and has more maneuverability.
Description
Technical field
The present invention relates to the anchor rock build-in method of a kind of steel tube concrete pile under water and steel pipe pile.
Background technology
In Foundation Designs such as bridge, harbour, offshore platform, foundation pile form commonly used has drilled pile and driven pile.In drilled pile conventional anchor rock job practices, general inserting earlier beaten the steel casing, utilize again towards sucking drilling machine and hole, make the follow-up of steel casing in the boring procedure as required, behind the pore-forming, transfer and be anchored in the basement rock at the bottom of making drilled pile behind reinforcing cage, the underwater casting concrete, but this method invar casing is gone into the rock degree of depth, anchor rock build-in is difficult to reach ideal effect, therefore need steel casing and drilled pile common when stressed when design, then be difficult to provide reliable resisting to push away rigidity and bearing capacity.
In steel pipe pile conventional anchor rock job practices, the general stake point that is provided with in the steel pipe pile bottom earlier, directly utilize pile driving equipment to insert then and play steel pipe, this method is only applicable to than incompetent bed or weathered rock formation, when running into than hard formation, steel pipe is gone into the rock degree of depth and is difficult to guarantee, thereby has reduced the anti-rigidity and the bearing capacity of pushing away of steel pipe pile.
Summary of the invention
The purpose of this invention is to provide a kind of new steel tube concrete pile and the anchor rock build-in method of steel pipe pile.
The anchor rock build-in of steel tube concrete pile adopts following technical scheme among the present invention: a kind of concrete filled steel tube piled anchor rock build-in method, at first insert and beat the steel casing, utilize again towards sucking drilling machine and hole, behind the sucking drilling machine pore-forming, transfer steel pipe and reinforcing cage to design altitude, pouring underwater concrete in steel pipe, treat that underwater concrete turns over to certain altitude between outer wall of steel pipe and borehole wall, whole pile concrete cast finishes, and extracts the steel casing, is frozen into steel tube concrete pile.
In order to obtain the relevant parameter guiding construction, before transferring steel pipe and reinforcing cage, determine the parameter of back-pressure head height in concrete mix, the steel pipe, reinforcing cage bottom reinforcement bars spacing by simulated test.
For making the underwater concrete in the steel pipe be easy to turn up, vertically have rectangular hole in described steel pipe bottom.
For the concrete that guarantees to turn up reaches the requirement height, guarantee anchor rock build-in effect, when transferring reinforcing cage, between steel casing and steel pipe, transfer ductule to absolute altitude, treat whole stake pour into a mould finish after, from pouring underwater concrete in the ductule to design elevation.
For the concrete that guarantees to turn up reaches the requirement height, guarantee anchor rock build-in effect, when transferring reinforcing cage, between steel casing and steel pipe, transfer madjack pipe to absolute altitude, after treating that whole stake cast finishes, fill out the throwing rubble in the ring between steel pipe and borehole wall, then in madjack pipe to rubble mud jacking to design elevation.
A kind of steel pipe piled anchor rock build-in method, at first insert and beat the steel casing, utilize again towards sucking drilling machine and hole, behind the sucking drilling machine pore-forming, transfer steel pipe to design altitude, pouring underwater concrete in steel pipe is treated that underwater concrete turns over to certain altitude between outer wall of steel pipe and borehole wall to stop, extract the steel casing, make steel pipe bottom concrete setting anchor rock become steel pipe pile.
In order to obtain the relevant parameter guiding construction, before transferring steel pipe, determine back-pressure head height parameter in underwater concrete match ratio, the steel pipe by simulated test.
For making the underwater concrete in the steel pipe be easy to turn up, vertically have rectangular hole in described steel pipe bottom.
For the concrete that guarantees to turn up reaches the requirement height, guarantee anchor rock build-in effect, after transferring steel pipe, between steel casing and steel pipe, transfer ductule to absolute altitude, treat the steel pipe inner concrete pour into a mould finish after, from pouring underwater concrete in the ductule to design elevation.
For the concrete that guarantees to turn up reaches the requirement height, guarantee anchor rock build-in effect, after transferring steel pipe, between steel casing and steel pipe, transfer madjack pipe to absolute altitude, after treating that the cast of steel pipe inner concrete finishes, fill out the throwing rubble in the ring between steel pipe and borehole wall, then in madjack pipe to rubble mud jacking to design elevation.
The invention has the advantages that: 1, the steel casing is set outside steel tube concrete pile, utilizes and behind the sucking drilling machine pore-forming, directly transfer steel pipe, solved steel pipe and gone into the rock degree of depth and the unmanageable problem of gradient.2, pouring underwater concrete in steel pipe makes the steel pipe inner concrete certain altitude that turns up by taking the correlation technique measure, has solved the anchor rock build-in difficult problem of steel tube concrete pile, has improved the anti-rigidity and the bearing capacity of pushing away of steel tube concrete pile.3, fill out in the ring between steel pipe and borehole wall and utilize the build-in enhancement measures that the ductule pouring underwater concrete is set in ductule mud jacking, the ring between steel pipe and borehole wall after throwing rubble, make the anchor rock build-in method of steel tube concrete pile more reliable, have more operability.4, the anchor rock build-in method to steel tube concrete pile is equally applicable to steel pipe pile among the present invention.
Description of drawings
Figure 1 shows that steel tube concrete pile shaping structures figure of the present invention;
Figure 2 shows that vertical rectangular hole, steel pipe bottom arrangement diagram among the present invention;
Figure 3 shows that steel pipe pile shaping structures figure of the present invention.
The specific embodiment
As shown in Figure 1, 2, the concrete job practices of concrete filled steel tube piled anchor rock is as follows: at first set up conventional over-water construction platform, insert and to beat steel casing 1 to design elevation 8, in the basement rock internal drilling to design elevation 14, hole clearly.Following steel pipe 2 is to design elevation 13, and steel pipe 2 bottoms are welded with stiffening plate 15, vertically has rectangular hole 16 on the stiffening plate 15.Descending reinforcing cage 3 in steel pipe 2, transfer ductule (or madjack pipe) 5 to absolute altitude 10 between steel pipe 2 and steel casing 1, pouring underwater concrete 4 in steel pipe 2 then, and it is turned over to certain altitude 9 in the ring of 6 of steel pipe 2 outer walls and borehole walls.After whole pile concrete cast finishes, utilize ductule 5 pouring underwater concretes to design elevation 7 (or throw between steel pipe 2 and the borehole wall 6 fill out rubble after, utilize again madjack pipe 5 in rubble mud jacking to design elevation 7), absolute altitude 7 generally need exceed scar 12 and riverbed face 11.
Realize can selecting to take following measure in the above-mentioned concrete filled steel tube piled anchor rock procedure:
1, can adopt the model with main body steel pipe pile proportional (as 1: 2) to carry out the simulation process test, come guiding construction, make underwater concrete highly easily reach designing requirement along turning on the steel pipe external annulus with the proportioning parameter that obtains underwater concrete.In the simulated test, workability, the slump of emphasis control underwater concrete, highly too for a short time when not reaching designing requirement when turning up, adjust proportioning to increase the concrete slump and flowability; When turning up when highly too big, also need adjust proportioning to reduce the concrete slump and flowability, by test of many times, can obtain the needed underwater concrete proportioning of engineering like this.Also can check steel pipe walls and the bonding situation between concrete of turning up by test simultaneously, the density of underwater concrete and mechanical property etc.
2, fill out in the ring between steel pipe and borehole wall and throw rubble and (utilize the build-in enhancement measures that the ductule pouring underwater concrete is set in ductule mud jacking or the ring between steel pipe and borehole wall behind the general 5mm of particle diameter～25mm), can carry out the simulation process test with measure 1 shared same model, to obtain the relevant parameter of rubble, mud jacking, underwater concrete.In the test of rubble mud jacking, can satisfy the designing requirement of rubble mud jacking by adjustment ballast grain sizes, mud jacking proportioning, pressure size according to the actual compactness of mud jacking.In the test of ductule pouring underwater concrete, can according to the ductule inner concrete in the steel pipe external annulus on turn over and mobility status, compactness, adjust aggregate size, the slump of underwater concrete, so that the ductule inner concrete is easy to turn over and flow, thereby make the height of ductule concrete perfusion in the steel pipe external annulus reach designing requirement.
3, in steel pipe during pouring underwater concrete, can take that the measure of head back-pressure makes underwater concrete highly reach designing requirement along turning on the steel pipe external annulus in the steel pipe.
4, adjust reinforcing cage bottom reinforcement bars spacing, as the main muscle in bottom also being cancelled the bottom stirrup than top master's muscle doubling range interval, so that underwater concrete is easy to turn up in the steel pipe.
5, vertically join out rectangular hole in the steel pipe bottom, so that underwater concrete is easy to turn up in the steel pipe.
6, steel casing diameter D2 is generally than the big 0.8～1.2m of diameter of steel tube D1, and diameter of steel tube D1 is generally than the little 0.6～1.0m of boring aperture D3.
Shown in Fig. 2,3, the concrete job practices of steel pipe piled anchor rock is as follows: at first set up conventional over-water construction platform, insert and to beat steel casing 1 to design elevation 8, in the basement rock internal drilling to design elevation 14, hole clearly.Following steel pipe 2 is to design elevation 13, and steel pipe 2 bottoms are welded with stiffening plate 15, vertically has rectangular hole 16.Between steel pipe 2 and steel casing 1, transfer ductule (or madjack pipe) 5 to absolute altitude 10, pouring underwater concrete 4 in steel pipe 2 then, and it is turned over to certain altitude 9 in the ring of 6 of steel pipe 2 outer walls and borehole walls stop, utilize ductule 5 pouring underwater concretes to design elevation 7 (or throw between steel pipe 2 and the borehole wall 6 fill out rubble after, utilize again madjack pipe 5 in rubble mud jacking to design elevation 7), absolute altitude 7 generally need exceed scar 12 and riverbed face 11.
The measure of being taked in the concrete filled steel tube piled anchor rock method is vertically joined out rectangular hole, steel casing and diameter of steel tube relative size etc. and all is equally applicable to steel pipe pile as head back-pressure, steel pipe bottom in simulation process test, the steel pipe.
Claims (2)
1. steel pipe piled anchor rock build-in method, at first insert and beat steel casing (1), utilize again towards sucking drilling machine and hole, it is characterized in that: behind the sucking drilling machine pore-forming, determine underwater concrete (4) match ratio by simulated test, the interior back-pressure head height of steel pipe (2) parameter, transfer steel pipe (2) to design altitude, pouring underwater concrete (4) in steel pipe (2), treating that underwater concrete (4) turns over to certain altitude between steel pipe (2) outer wall and borehole wall (6) stops, extract steel casing (1), make steel pipe bottom concrete setting anchor rock become steel pipe pile, vertically have rectangular hole (16) in described steel pipe (2) bottom, after transferring steel pipe (2), between steel casing (1) and steel pipe (2), transfer ductule (5) to absolute altitude (10), after treating that steel pipe inner concrete cast finishes, from the interior pouring underwater concrete of ductule (5) to design elevation (7).
2. steel pipe piled anchor rock build-in method, at first insert and beat steel casing (1), utilize again towards sucking drilling machine and hole, it is characterized in that: behind the sucking drilling machine pore-forming, determine underwater concrete (4) match ratio by simulated test, the interior back-pressure head height of steel pipe (2) parameter, transfer steel pipe (2) to design altitude, pouring underwater concrete (4) in steel pipe (2), treating that underwater concrete (4) turns over to certain altitude between steel pipe (2) outer wall and borehole wall (6) stops, extract steel casing (1), make steel pipe bottom concrete setting anchor rock become steel pipe pile, vertically have rectangular hole (16) in described steel pipe (2) bottom, after transferring steel pipe (2), between steel casing (1) and steel pipe (2), transfer madjack pipe (5) to absolute altitude (10), after treating that steel pipe (2) inner concrete cast finishes, fill out the throwing rubble in the ring between steel pipe (2) and borehole wall (6), then from madjack pipe (5) interior to rubble mud jacking to design elevation (7).
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| Application Number | Priority Date | Filing Date | Title |
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| CN2007103000060A CN101250880B (en) | 2007-12-19 | 2007-12-19 | Method for embedding and fixing steel tube concrete pile and steel tube pile anchor |
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| CN2007103000060A CN101250880B (en) | 2007-12-19 | 2007-12-19 | Method for embedding and fixing steel tube concrete pile and steel tube pile anchor |
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| CN101250880A CN101250880A (en) | 2008-08-27 |
| CN101250880B true CN101250880B (en) | 2010-12-08 |
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| CN105239566B (en) * | 2015-08-12 | 2017-01-25 | 河海大学 | Multi-head stirring type large-diameter cast-in-situ pipe pile device and application thereof |
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| CN106400832B (en) * | 2016-11-29 | 2018-08-10 | 湖南送变电勘察设计咨询有限公司 | A kind of construction method of environment-friendly type assembled grouting behind shaft or drift lining steel cylinder pile foundation |
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| CN107059908A (en) * | 2017-05-23 | 2017-08-18 | 安徽工程大学 | Large diameter steel pipe concrete-pile |
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| CN113373915B (en) * | 2021-06-30 | 2023-05-12 | 中国十九冶集团有限公司 | Method for reinforcing steel column pile structure |
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