CN202989948U - Steel pipe pile anchoring structure on steep bare rock without covering layer in deep water and rapids - Google Patents
Steel pipe pile anchoring structure on steep bare rock without covering layer in deep water and rapids Download PDFInfo
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- CN202989948U CN202989948U CN 201220688542 CN201220688542U CN202989948U CN 202989948 U CN202989948 U CN 202989948U CN 201220688542 CN201220688542 CN 201220688542 CN 201220688542 U CN201220688542 U CN 201220688542U CN 202989948 U CN202989948 U CN 202989948U
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Abstract
The utility model belongs to the field of bridge construction, and particularly relates to a steel pipe pile anchoring structure on a steep bare rock without a covering layer in deep water and rapids. The anchoring structure comprises the steep bare rock and a steel pipe pile. A bottom inner cavity of the steel pipe pile and the steep bare rock are connected and anchored by an anchor rod, and the bottom inner cavity of the steel pipe pile, the steep bared rock and the anchor rod are consolidated into an integral structure through a poured under water concrete layer. The steel pipe pile anchoring structure has the advantages that the steel pipe pile and the steep bare rock are connected by means of a grouting rock-embedding anchor rod technology, by the aid of bond stress between an under-water concrete slurry body and the anchor rod or pile bottom concrete and river bed solid rock, the steel pipe pile is firmly anchored on the surface of the steep bare rock, the construction period is short, the cost is low, and the structure is safe and efficient.
Description
Technical field
The utility model belongs to field of bridge construction, is 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, be built in various geologic bridge engineering also more and more.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, role and influence due to current, stormy waves and wind load, at the bottom of the stable and steel pipe pile of Conveyor belt, the anchoring of mouth can't be guaranteed, 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 water, naked scar is inclined to 35 °, adopt the drilling platform scheme, at first with the scar explosion leveling of tilting, then arrange the steel casing, the throwing sandbag is buried casing underground on the riverbed, 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 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, then the 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: Shanghai Bridge at Sea nearly island 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 water, the steel pipe with many diameter 1.1m during construction is linked to be jacket by land, then shipping is to place, pier position, 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, pour into a mould underwater concrete after putting into steel pipe pile outside the pile tube of preexisting hole, 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, can reach that short construction period, cost are low, purpose safely and efficiently the while.
Summary of the invention
The purpose of this utility model 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 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 utility model purpose realizes being completed 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 described precipitous naked rock, and fixed being structure as a whole of underwater concrete layer by building between the three.
At the bottom of described steel pipe pile, mouth-shaped and described precipitous naked scar shape are suitable.
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.
The utility model has the advantages that, at the bottom of adopting the undersea detection technology and precuting steel pipe pile on the coast by detection data, mouth matches itself and precipitous naked scar, and is safe and efficient, reduces the deep diving workload, reduces construction risk; The employing slip casting embedding rock anchors technology that is connected between steel pipe pile and 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 precipitous naked scar, short construction period, cost are low, safe and efficient.
Description of drawings
Fig. 1 is that in the utility model, steel pipe pile falls to schematic diagram on precipitous naked scar;
Fig. 2 builds the underwater concrete schematic diagram in steel pipe pile in the utility model;
Fig. 3 is the anchor hole schematic diagram that extends into the riverbed basement rock in the utility model;
Fig. 4 carries out the schematic diagram of slip casting embedding rock anchors technology in steel pipe pile in the utility model;
Fig. 5 is the geological drilling rig schematic diagram that is provided with centralizer in the utility model;
Fig. 6 is the overall schematic of steel pipe pile bottom anchor structure in the utility model.
The specific embodiment
Feature of the present utility model 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:
As Fig. 1-6, in figure, mark 1-10 is respectively: 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: the present embodiment is specifically related to a kind of steel pipe pile anchor structure on the precipitous naked rock of deep water torrent intectate.The 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 precipitous naked rock 2, built underwater concrete layer 3 bottom steel pipe pile, offer from the upper surface of underwater concrete layer 3 anchor hole 4 that is through to precipitous naked rock 2 inside, 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 and the inner basement rock of precipitous naked rock 2 and steel pipe pile 1 bottom.
As shown in Fig. 1-6, be below 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, install 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 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 on 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 layer 3 under water, the implantation situation and the underwater concrete layer 3 that check steel pipe pile 1 are built situation, have replaced diver's operation.
3. utilize thereafter described leading truck to locate, 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 after lower water, steel pipe pile 1 direction deflects, 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 50cm place, the mouth outside, the end pile one packed dry-mix concrete 9 of circle of steel pipe pile 1, is highly 50～80cm; Adopt vertical conduit method C30 concrete under the interior priming petock of steel pipe pile 1, along with concrete in the interior rising of steel pipe pile 1, concrete is under the inside and outside differential pressure effect, outwards flow out in gap between steel pipe pile 1 and precipitous naked rock 2, be filled between 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 degree of depth of anchor pole 5 embedding rocks thereafter; 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 complete after, in time arrange the diver to stake at the bottom of situation confirm to check.
5. after interior underwater concrete layer 3 placing intensity of steel pipe pile 1 reach 70%, geological drilling rig 7 moves to the leading truck place, in steel pipe pile 1 internal drilling; The drill bit of geological drilling rig 7 is after the underwater concrete layer 3 by steel pipe pile 1 bottom, and drilling well at a slow speed 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 pore forming process, when joint fissure is intensive, broken serious when the rock stratum, should first take 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. binding pressure-resistant plastic madjack pipe 6 on anchor pole 5, madjack pipe 6 bottoms be apart from anchor pole 5 bottom 100mm, the pipe laying in case boring is back-silted, and the trestle top is stayed on the top; Drilling rod by geological drilling rig 7 is seated to anchor pole 5 in anchor hole 4, removes subsequently the drilling rod of described geological drilling rig 7.To the interior compressed water slurry 10 of anchor hole 4, when mud jacking begins, mix and make and laid in cement paste 10, guarantee 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 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 completed, 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, the connectivity problem that solved efficiently, reliably steel pipe pile and precipitous hard naked rock river bed, has 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 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 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.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220688542 CN202989948U (en) | 2012-12-14 | 2012-12-14 | Steel pipe pile anchoring structure on steep bare rock without covering layer in deep water and rapids |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220688542 CN202989948U (en) | 2012-12-14 | 2012-12-14 | Steel pipe pile anchoring structure on steep bare rock without covering layer in deep water and rapids |
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| CN202989948U true CN202989948U (en) | 2013-06-12 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 201220688542 Expired - Fee Related CN202989948U (en) | 2012-12-14 | 2012-12-14 | Steel pipe pile anchoring structure on steep bare rock without covering layer in deep water and rapids |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109056754A (en) * | 2018-09-06 | 2018-12-21 | 沙洲职业工学院 | A kind of spraying type micro combination stake of landslide-proofing |
-
2012
- 2012-12-14 CN CN 201220688542 patent/CN202989948U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109056754A (en) * | 2018-09-06 | 2018-12-21 | 沙洲职业工学院 | A kind of spraying type micro combination stake of landslide-proofing |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C56 | Change in the name or address of the patentee |
Owner name: THE SECOND CIVIL ENGINEERING CO., LTD. OF CREC SHA Free format text: FORMER NAME: SECOND ENGINEERING CO., LTD. OF SHANGHAI CIVIL ENGINEERING CO., LTD. OF CREC |
|
| CP01 | Change in the name or title of a patent holder |
Address after: 200436 Shanghai, Zhabei District, West Lane Road, Lane Lane, central Times Square, building 9, floor 2, layer 299 Patentee 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 Patentee before: No.2 Engineering Company, Shanghai Civil Engineering Co., Ltd. of CREC |
|
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130612 Termination date: 20181214 |