CN102979089A - Steel pipe pile anchoring structure on covering-free steep bare rock in deepwater and rapid stream - Google Patents
Steel pipe pile anchoring structure on covering-free steep bare rock in deepwater and rapid stream Download PDFInfo
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- CN102979089A CN102979089A CN2012105360790A CN201210536079A CN102979089A CN 102979089 A CN102979089 A CN 102979089A CN 2012105360790 A CN2012105360790 A CN 2012105360790A CN 201210536079 A CN201210536079 A CN 201210536079A CN 102979089 A CN102979089 A CN 102979089A
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Abstract
The invention relates to the field of bridge construction, in particular to a steel pipe pile anchoring structure on covering-free layer steep bare rock in deepwater and rapid stream. The steel pipe pile anchoring structure relates to steep bare rock and a steel pipe pile, wherein a cavity at the bottom of the steel pipe pile and the steep bare rock are connected and anchored by using an anchoring rod, and the cavity at the bottom of the steel pipe pile, the steep bare rack and the anchoring rod are fixedly connected to form an integral structure through a cast underwater concrete layer. The steep pipe pile anchoring structure disclosed by the invention has the advantages that the steel pipe pile and the steep bare rock are connected by adopting an anchor bolt grouting and rock-socketing technology, and the steel pipe pile is firmly anchored on the steep bare rock surface by virtue of the holding capacity of underwater concrete grout and the anchoring rod, the concrete on the bottom of the steel pipe pile and the riverbed basement rock; and the steel pipe pile anchoring structure is short in construction peroiod, low in cost, safe and high in efficiency.
Description
Technical field
The invention belongs to field of bridge construction, be specifically related to a kind of steel pipe pile anchor structure on the precipitous naked rock of deep water torrent intectate.
Background technology
Along with socioeconomic development, further strong for the demand of convenient traffic, it is also more and more to be built in various geologic bridge engineering.Trestle in the past generally all is built on the rivers and lake that have than thick-covering, under this geological conditions, the Conveyor belt construction of leading to major project is general adopts traditional " halieutics " to carry out, be about to steel pipe pile in place after, by pile hammer inserted to play steel pipe pile to the covering layer design elevation.But, it is inclined uncovered rock face and shallow overburden inclination scar that a lot of rivers, lake and Marine Geology situation are arranged, as adopt conventional method to construct, because the role and influence of current, stormy waves and wind load, the anchoring of mouth can't be guaranteed at the bottom of the stable and steel pipe pile of Conveyor belt, thereby affects the security performance of trestle and the construction speed of major project.
For the geological condition of the precipitous naked rock of above-mentioned intectate, prior art often adopts underwater demolition, artificial covering layer, jacket, scar preexisting hole to be embedded into the schemes such as steel pipe.
Underwater demolition: Wuhan-Guangzhou passenger-dedicated line emphasis Bridge Project, the depth of water 18m of place, pier position in the water, naked scar is inclined to 35 °, adopt the drilling platform scheme, at first with the scar explosion leveling of tilting, arrange the steel casing, the throwing sandbag is buried casing underground on the riverbed again, rely on the existing stake of nearly Dun Chu to come stabilized platform, thereby form the drilled pile platform.This scheme needs underwater demolition, and the scarfing cinder workload is large, and the cycle is large, and cost is high, and needs existing stake to keep the stable of platform.
Artificial covering layer: certain Bridge Project on the Liujiang of Liuzhou, the depth of water 15m of place, pier position in the water, naked scar is inclined to 15 °, adopts the drilling platform scheme, first at the thick earth bag of the pier position throwing 3m of place, again inserted to play steel pipe pile.Artificial covering layer scheme needs a large amount of earth bags of throwing in flat roof area, and engineering quantity is large, and construction cost is high.
Jacket: the nearly island of Shanghai Bridge at Sea section engineering, the bridge location sea bed is shallow overburden and naked rock, adopting the jacket trestle is the subaqueous work passage, adopt jacket platform as the drilling platform of main pier in the water, the steel pipe with many diameter 1.1m during construction is linked to be jacket by land, and shipping is located to the pier position again, hang ship with large 1500t and hang installation, this scheme needs large-tonnage to hang ship and workboat, and steel using amount is large, and construction period is longer.
The scar preexisting hole is embedded into steel pipe: the pier in water depth of water 26m of Zhejiang bridge, the riverbed intectate, scar is 45 ° of inclinations, trestle, platform construction adopt preexisting hole to be embedded into the fixing constructure scheme of steel casing, namely use the percussive drill preexisting hole greater than the pile tube diameter in the trestle steel pipe pile position, outside the pile tube of preexisting hole, pour into a mould underwater concrete after putting into steel pipe pile, it directly is stabilized in the rock stratum.This scheme construction period is longer, needs operation on floating platform, and water level needs more stable, and flow velocity is little.
The shortcomings such as in sum, above scheme exists all that workload is large, long construction period, cost are large.Therefore those skilled in the art is badly in need of a kind of anchor structure that can effectively solve the connectivity problem of steel pipe pile and precipitous hard naked rock river bed, and the while can reach low, the purpose safely and efficiently of short construction period, cost.
Summary of the invention
The objective of the invention is according to above-mentioned the deficiencies in the prior art part, a kind of steel pipe pile anchor structure on the precipitous naked rock of deep water torrent intectate is provided, this anchor structure is by cutting into mouth at the bottom of the described steel pipe pile on the coast the shape of coincideing with described bed phase, build the underwater concrete layer within it, rely on the bond stress of underwater concrete slurry and anchor pole, stake base concrete and riverbed basement rock, to reach anchoring, the Against Sliding Stability problem of steel pipe pile on precipitous hard naked rock that solve.
The object of the invention realizes being finished by following technical scheme:
A kind of steel pipe pile anchor structure on the precipitous naked rock of deep water torrent intectate, relate to precipitous naked rock and steel pipe pile, be connected grappling by anchor pole between the bottom inner chamber that it is characterized in that described steel pipe pile and the described precipitous naked rock, and fixed being structure as a whole of underwater concrete layer by building between the three.
Mouth-shaped and described precipitous naked scar shape are suitable at the bottom of the described steel pipe pile.
The underwater concrete layer height of described steel pipe pile inside is not less than the degree of depth that described anchor pole gos deep into described precipitous naked rock.
The length of described anchor pole more than precipitous naked scar is not less than the length that it gos deep into precipitous naked rock.
Advantage of the present invention is, adopt the undersea detection technology and by detection data on the coast at the bottom of the precut steel pipe pile mouth its and precipitous naked scar are matched, safe and efficient, reduce the deep diving workload, the reduction construction risk; The employing slip casting embedding rock anchors technology that is connected between steel pipe pile and the precipitous naked rock simultaneously, rely on the adhesion stress of the uplift resistance, stake base concrete and the riverbed basement rock that transmit by anchor pole between the interior concrete of steel pipe pile and basement rock, so that steel pipe pile firmly is anchored on the precipitous naked scar, short construction period, cost are low, safe and efficient.
Description of drawings
Fig. 1 is that steel pipe pile falls to schematic diagram on the precipitous naked scar among the present invention;
Fig. 2 builds the underwater concrete schematic diagram in steel pipe pile among the present invention;
Fig. 3 is the anchor hole schematic diagram that extends into the riverbed basement rock among the present invention;
Fig. 4 is the schematic diagram that carries out slip casting embedding rock anchors technology among the present invention in steel pipe pile;
Fig. 5 is the geological drilling rig schematic diagram that is provided with centralizer among the present invention;
Fig. 6 is the overall schematic of steel pipe pile bottom anchor structure among the present invention.
The specific embodiment
Feature of the present invention and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that technician's of the same trade understanding:
Such as Fig. 1-6, mark 1-10 is respectively among the figure: steel pipe pile 1, precipitous naked rock 2, underwater concrete layer 3, anchor hole 4, anchor pole 5, madjack pipe 6, geological drilling rig 7, centralizer 8, packed dry-mix concrete 9, cement paste 10.
Embodiment: present embodiment is specifically related to a kind of steel pipe pile anchor structure on the precipitous naked rock of deep water torrent intectate.Present embodiment is that example is elaborated in connection with Qianjiang grand bridge engineering, engineering is positioned at Qianjiang, Guangxi, river deep water is anxious, both sides, river bank slope hypsography is large, the bank slope part sees that basement rock exposes, and it is not wait between 25 °～60 ° that the riverbed scar tilts, and enters for the convenient construction personnel on the bridge pier of Jiang Zhongxin to construct, need to set up trestle towards bridge pier at both sides, river bank slope, described trestle is supported by the steel pipe pile that is anchored on the bank slope riverbed.
The concrete anchor structure of steel pipe pile in the present embodiment as shown in Figure 6, steel pipe pile 1 is arranged on the precipitous naked rock 2, built underwater concrete layer 3 in the steel pipe pile bottom, offer the anchor hole 4 that is through to precipitous naked rock 2 inside from the upper surface of underwater concrete layer 3, be provided with simultaneously anchor pole 5 in anchor hole 4, anchor pole 5 is integrated by underwater concrete layer 3 anchoring of cement paste 10 with precipitous naked rock 2 inner basement rock and steel pipe pile 1 bottom.
Shown in Fig. 1-6, below be the concrete steps of the steel pipe pile anchoring construction on the precipitous naked rock of deep water torrent intectate:
1. set up at first on the coast a hole trestle, then the free cantilever erection Bailey truss is installed homemade double-deck leading truck at described Bailey truss front end.
2. before steel pipe pile 1 is installed, probe and the wire of depth-sounder are fixed on the Metallic rod, its probe is not in underwater 30cm, along described mounted leading truck eight equal parts point, measure the depth of water of precipitous naked rock 2, can determine length and the end mouth discrepancy in elevation thereof of steel pipe pile 1 according to the each point depth of water that records, on the coast the end mouth of steel pipe pile 1 be cut into the shape suitable with precipitous naked rock 2 according to this end mouth discrepancy in elevation; The concrete model of wherein said underwater bathy metry instrument is the portable depth-sounder of HD-360; Install at precipitous naked rock 2 simultaneously and set up a soundd navigation and ranging, this soundd navigation and ranging can show the mode with image of scar situation under water, the concrete engineering of building that is used for the installing of follow-up steel pipe pile 1, underwater concrete 3 under water, the implantation situation and the underwater concrete 3 that check steel pipe pile 1 are built situation, have replaced diver's operation.
3. utilize thereafter described leading truck location, select water flow stationary, according to the order that is from upstream to the downstream steel pipe pile 1 be installed when flow velocity is low; According to absolute altitude at the bottom of the riverbed, at steel pipe pile 1 mark of carrying out suitable for reading, indicate direction, in order to avoid steel pipe pile 1 direction deflects behind the lower water, misfit with precipitous naked rock 2; Rely on steel pipe pile 1 self gravitation, guarantee the verticality of steel pipe pile 1 by the crawler crane slight shift; After steel pipe pile 1 installs, confirm the implantation situation of steel pipe pile 1 by soundd navigation and ranging, simultaneously the space between the suitable for reading and leading truck of steel pipe pile 1 is carved extremely with iron plate, prevent from that steel pipe pile 1 from producing to rock in follow-up construction.
4. sending diver's entry along the packed dry-mix concrete 9 of 50cm place, the mouth outside, end pile one circle of steel pipe pile 1, highly is 50～80cm; Adopt vertical conduit method C30 concrete under steel pipe pile 1 interior priming petock, along with concrete in steel pipe pile 1 interior rising, concrete is under the inside and outside differential pressure effect, outwards flow out in slit between steel pipe pile 1 and precipitous naked rock 2, be filled between the packed dry-mix concrete 9, form a under water little cofferdam, simultaneously at the end of steel pipe pile 1 interruption-forming underwater concrete layer 3, the height of underwater concrete layer 3 is not less than the thereafter degree of depth of anchor pole 5 embedding rocks; During pouring underwater concrete, can utilize underwater detectoscope that the inside and outside concreting situation of steel pipe pile 1 is monitored, abnormal conditions appear or build finish after, in time arrange the diver to stake at the bottom of situation confirm to check.
5. after steel pipe pile 1 interior underwater concrete layer 3 placing intensity reached 70%, geological drilling rig 7 moved to the leading truck place, in steel pipe pile 1 internal drilling; The drill bit of geological drilling rig 7 is after passing through the underwater concrete layer 3 of steel pipe pile 1 bottom, and at a slow speed drilling well prevents the drill bit sideslip; After drill bit enters competent bed 50cm, can pass through counterweight, strengthen the pressure of the drill, accelerate rate of penetration; When entering basement rock, answer core taking inspection, confirm starting point and the degree of depth of rock stratum face, in the pore forming process, when joint fissure is intensive, broken serious when the rock stratum, should take first pressure injection high-strength cement slurry to make rock mass fixed, redrilling after slurry reaches some strength is until anchor hole 4 is to design elevation.Be provided with centralizer 8 on the drilling rod of geological drilling rig 7 in order to guarantee drilling rod held stationary running when the anchor hole 4 interior high speed rotary.
6. at anchor pole 5 binding pressure-resistant plastic madjack pipes 6, madjack pipe 6 bottoms are apart from anchor pole 5 bottom 100mm, in case the pipe laying that back-silts of holing, the trestle top is stayed on the top; Drilling rod by geological drilling rig 7 is seated to anchor pole 5 in the anchor hole 4, removes subsequently the drilling rod of described geological drilling rig 7.To anchor hole 4 interior compressed water slurries 10, when mud jacking began, the system of mixing had also been laid in cement paste 10, guaranteed the continuity of mud jacking process, after cement paste 10 stirs, with pneumatic mortar machine from plastics madjack pipe 6 to anchor hole 4 bottom mud jacking.Be the seepage that satisfies borehole anchorage section crevice water mud 10 and the water enchroachment (invasion) that prevents top water mud, the size of groundwater increment is determined by field experiment.Utilize underwater detectoscope to observe the mud jacking situation in the mud jacking process, underwater concrete layer 3 end face that cement paste 10 is depressed in the steel pipe pile 1 get final product.Carry out anchor pole 5 resistance to plucking static loading tests thereafter.
So far, the slip casting embedding rock anchoring construction of steel pipe pile 1 on the precipitous naked rock of deep water torrent intectate all finished, rely on the bond stress of cement slurry and anchor pole 5, steel pipe pile 1 base concrete, precipitous naked rock 2 basement rock, solved anchoring, the Against Sliding Stability problem of steel pipe pile 1 on precipitous hard naked rock.
The steel pipe pile that the undersea detection ancillary technique is applied to of this project innovation is installed, and measures riverbed, the steel pipe pile position discrepancy in elevation with depth-sounder under water, on the coast in advance at the bottom of the cutting of steel pile tube mouth replace deep diving (34m) cutting; Replace the deep diving inspection with underwater detectoscope remote control inspection, reduced high-risk, high strength, strongly professional deep diving operation.Simultaneously by adopting fixedly steel pipe pile of slip casting embedding rock anchors technology, its construction technology is simple, the cycle is short, cost is low, safe, solved the connectivity problem of steel pipe pile and precipitous hard naked rock river bed efficiently, reliably, obtained considerable economic benefit.
Claims (4)
1. steel pipe pile anchor structure on the precipitous naked rock of deep water torrent intectate, relate to precipitous naked rock and steel pipe pile, be connected grappling by anchor pole between the bottom inner chamber that it is characterized in that described steel pipe pile and the described precipitous naked rock, and fixed being structure as a whole of underwater concrete layer by building between the three.
2. a kind of steel pipe pile anchor structure on the precipitous naked rock of deep water torrent intectate according to claim 1 is characterized in that mouth-shaped and described precipitous naked scar shape are suitable at the bottom of the described steel pipe pile.
3. a kind of steel pipe pile anchor structure on the precipitous naked rock of deep water torrent intectate according to claim 1 is characterized in that the underwater concrete layer height of described steel pipe pile inside is not less than the degree of depth that described anchor pole gos deep into described precipitous naked rock.
4. a kind of steel pipe pile anchor structure on the precipitous naked rock of deep water torrent intectate according to claim 1 is characterized in that the length of described anchor pole more than precipitous naked scar is not less than the length that it gos deep into precipitous naked rock.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2012105360790A CN102979089A (en) | 2012-12-13 | 2012-12-13 | Steel pipe pile anchoring structure on covering-free steep bare rock in deepwater and rapid stream |
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| CN2012105360790A CN102979089A (en) | 2012-12-13 | 2012-12-13 | Steel pipe pile anchoring structure on covering-free steep bare rock in deepwater and rapid stream |
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| CN102979089A true CN102979089A (en) | 2013-03-20 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112081101A (en) * | 2020-09-14 | 2020-12-15 | 重庆大学 | Steel pipe temporary support restraint system |
Citations (4)
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|---|---|---|---|---|
| JPH06136745A (en) * | 1992-04-28 | 1994-05-17 | J D F:Kk | Construction method for hollow widened bottom cast-in-place concrete pile |
| CN2481759Y (en) * | 2001-06-29 | 2002-03-13 | 孙洪涛 | Steel-pipe pile and anchor bar combined foundation pit supporting member |
| CN201502056U (en) * | 2009-09-23 | 2010-06-09 | 中交二公局第六工程有限公司 | Bare rock drilling platform for steep slope of deep reservoir area |
| CN201531017U (en) * | 2009-10-12 | 2010-07-21 | 中铁大桥局集团第四工程有限公司 | Rapid positioning and connection system used when inserting and ramming steel pipe supporting piles |
-
2012
- 2012-12-13 CN CN2012105360790A patent/CN102979089A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06136745A (en) * | 1992-04-28 | 1994-05-17 | J D F:Kk | Construction method for hollow widened bottom cast-in-place concrete pile |
| CN2481759Y (en) * | 2001-06-29 | 2002-03-13 | 孙洪涛 | Steel-pipe pile and anchor bar combined foundation pit supporting member |
| CN201502056U (en) * | 2009-09-23 | 2010-06-09 | 中交二公局第六工程有限公司 | Bare rock drilling platform for steep slope of deep reservoir area |
| CN201531017U (en) * | 2009-10-12 | 2010-07-21 | 中铁大桥局集团第四工程有限公司 | Rapid positioning and connection system used when inserting and ramming steel pipe supporting piles |
Non-Patent Citations (1)
| Title |
|---|
| 罗根传: "钻孔平台(栈桥)钢管及桩基钢护筒底部固结方案", 《西部交通科技》, no. 56, 31 March 2012 (2012-03-31), pages 28 - 32 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112081101A (en) * | 2020-09-14 | 2020-12-15 | 重庆大学 | Steel pipe temporary support restraint system |
| CN112081101B (en) * | 2020-09-14 | 2021-10-19 | 重庆大学 | Steel pipe temporary support restraint system |
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Address after: 200436 Shanghai, Zhabei District, West Lane Road, Lane Lane, central Times Square, building 9, floor 2, layer 299 Applicant after: CRECSHANGHAI CIVIL ENGINEERING GROUP NO.2 ENGINEERING CO., LTD. Address before: 200436 Shanghai, Zhabei District, West Lane Road, Lane Lane, central Times Square, building 9, floor 2, layer 299 Applicant before: No.2 Engineering Company, Shanghai Civil Engineering Co., Ltd. of CREC |
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Free format text: CORRECT: APPLICANT; FROM: SECOND ENGINEERING CO., LTD. OF SHANGHAI CIVIL ENGINEERING CO., LTD. OF CREC TO: THE SECOND CIVIL ENGINEERING CO., LTD. OF CREC SHANGHAI GROUP |
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Application publication date: 20130320 |